A tunnel grouting dynamic collaborative design and real-time regulation method based on geological working conditions

Abstract

The application discloses a tunnel grouting dynamic collaborative design and real-time regulation method based on geological conditions, belongs to the underground engineering field, and solves the technical problems of ground and in-hole grouting design fragmentation and decision experience dependence. The method comprises the following steps: establishing a grouting case database, combining with survey data to divide geological condition units to carry out ground pre-grouting design; quantitatively evaluating the ground grouting effect, and collecting in-hole excavation exposure information in real time; judging the in-hole grouting triggering condition, and if the condition is met, dynamically selecting the slurry ratio and regulating the grouting process in real time through a grouting pressure P-grouting flow Q collaborative analysis method; calculating a comprehensive grouting effect index to perform grade determination and feedback processing. The application realizes the ground and in-hole grouting depth collaboration, replaces the experience decision with data driving, improves the controllability of the grouting process, establishes a case library and a feedback closed loop, effectively improves the pertinence and scientificity of the tunnel grouting engineering, reduces the construction risk, and improves the overall economy and applicability of the engineering.

Description

Technical Field

[0001] This invention relates to the field of underground engineering, specifically to a method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions. Background Technology

[0002] With the rapid development of infrastructure construction in my country, tunnels are increasingly being used in fields such as water conservancy. During tunnel construction, water inrush and surrounding rock stability are two major challenges. Grouting technology is a key means to address these challenges, and it is mainly divided into two categories: surface pre-grouting and in-tunnel grouting.

[0003] Pre-grouting on the ground involves drilling holes from the surface to a certain area beyond the tunnel outline before tunnel excavation, and then injecting high-pressure grout to form a complete water-stop curtain. Its advantages include good working conditions and the ability to reinforce a large area of ​​surrounding rock in advance. However, its design relies on limited geological survey data from the early stage, and it is not specific enough for complex and variable strata, which can easily lead to grouting blind spots or grout waste.

[0004] Grouting inside the tunnel involves injecting grout into exposed water inflow points or weak surrounding rock after tunnel excavation. Its advantage is its targeted nature, but it is a "post-event remedial" method, with limited working space, difficulty in pressure control, and often limited effectiveness in controlling large-scale, high-pressure water inflows, posing high safety risks.

[0005] Currently, the design and construction of these two grouting technologies are usually independent and lack coordination. Once the surface pre-grouting scheme is determined and implemented, the design of the grouting inside the tunnel during the subsequent excavation stage mainly relies on the experience of on-site engineers, lacking analysis of the linkage between the grouting and the effects of the initial surface grouting. This approach has significant drawbacks: Design gaps: The parameters of ground grouting and tunnel grouting, such as grout diffusion radius, grouting pressure, and reinforcement range, were not designed in a coordinated manner, which may lead to functional overlap or reinforcement gaps.

[0006] Resource waste: Due to a lack of coordination, grout may be used too conservatively in ground grouting, while a lot of repetitive or avoidable reinforcement work is required inside the tunnel, resulting in a waste of money and time.

[0007] Safety risks: The inability to scientifically predict the risks that will still exist after the ground grouting is completed, and the delayed decision-making on the reinforcement grouting inside the tunnel, increases the probability of safety accidents such as sudden water inrush during the excavation process.

[0008] Reliance on experience: Throughout the grouting process, especially in the tunnel reinforcement stage, there is an over-reliance on the personal experience of engineers, and a lack of a data-driven and model-guided scientific decision-making system.

[0009] Therefore, there is an urgent need in this field for an innovative method that can organically combine ground grouting with tunnel grouting and achieve collaborative design and dynamic control throughout the entire process. Summary of the Invention

[0010] This invention aims to overcome the aforementioned shortcomings of existing technologies, addressing the problems of fragmented design parameters and lack of coordination between ground pre-grouting and in-tunnel reinforcement grouting, as well as the reliance on experience and lack of scientific data model guidance during construction. Specifically, it addresses the technical challenge of achieving complementary advantages and dynamic linkage between the two grouting technologies to improve the overall efficiency, economy, and safety of grouting projects.

[0011] To achieve the above objectives, the technical solution of this invention is as follows: A method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions, the method comprising: S1: Ground pre-grouting design, establish a database of successful grouting cases under different geological conditions, divide the geological condition units along the tunnel by combining the preliminary geological survey data, and carry out ground pre-grouting design with reference to the case database; S2: Dynamic monitoring and effect evaluation of the construction process, quantitative evaluation of the ground pre-grouting effect, and real-time collection of geological and hydrological information exposed during tunnel excavation. S3: Dynamic collaborative design and real-time control of grouting inside the tunnel. Based on the monitoring and evaluation results of step S2, it is determined whether the conditions for grouting inside the tunnel are triggered. If the triggering conditions are met, dynamic selection of grout mix ratio and real-time control of the grouting process are carried out. If the triggering conditions are not met, grouting is completed directly. S4: Comprehensive evaluation and feedback of the effect, calculate the comprehensive grouting effect index, determine the grade of this grouting design based on the index results, and implement corresponding feedback and handling measures; The ground pre-grouting design includes geological condition unit division design and grouting parameter matching design, while the in-tunnel grouting dynamic collaborative design includes grouting trigger threshold design, grout ratio dynamic design, and real-time control design of the grouting process.

[0012] Furthermore, the preliminary geological survey data in step S1 includes, but is not limited to, the rock quality index RQD of the borehole core and geophysical exploration anomaly data; the geological condition unit is divided into one or more of the following: intact and stable section, medium fracture section, fractured and highly permeable section, and fault-affected section; the parameters of the grouting parameter matching design include grout diffusion radius, grouting pressure, reinforcement range, and grout base mix ratio.

[0013] Furthermore, the specific method for quantitatively evaluating the ground pre-grouting effect in step S2 includes conducting water pressure tests on inspection holes in key sections before and after ground pre-grouting to obtain the formation permeability before grouting. and formation permeability after grouting Through formula Calculate the ground grouting effect coefficient ; Real-time collected information on tunnel excavation and exposure includes, but is not limited to, the water inflow at the tunnel face before grouting, monitored by a water collection device and flow meter. The width of the main fracture group estimated through on-site measurement or digital photography L .

[0014] Furthermore, in step S3, the grouting in the tunnel is triggered by satisfying any of the following conditions: Condition 1: Water inflow at the working face before grouting Greater than the project's allowable safe inflow threshold ; Condition 2: Ground grouting effect coefficient Less than the qualified threshold for ground grouting effect coefficient ; in, The value ranges from 0.7 to 0.8. The determination is made by combining engineering design specifications, tunnel support bearing capacity, and allowable construction safety range, through numerical simulation or by referring to data from similar projects.

[0015] Furthermore, in step S3, the dynamic selection of slurry ratio first calculates the initial viscosity of the slurry. The calculation formula is: ; In the formula, The local flow rate at the target inflow point. Let i be the outflow area of ​​the i-th water inflow point. Let be the water flow velocity at the i-th water inrush point; The viscosity of water, Water pressure at the point of inrush. k This is for the safety factor.

[0016] Furthermore, in step S3, the dynamic selection of the slurry ratio is based on the calculated initial viscosity of the slurry. Then, the water-cement ratio w was determined through experiments, specifically including: Selecting a water-cement ratio range of 0.5~1.0, set up 3~5 test groups with different water-cement ratios. Prepare cement slurry under standard test conditions of 20±2℃ and 60±5% humidity. Measure the initial viscosity of each group of slurry and record the results. w , Data pairs; Remove outliers, if a set of data If the deviation from the adjacent group's data exceeds 30%, it is considered an outlier. If there are fewer than 3 valid data groups, additional experiments should be conducted. For the formula Taking the natural logarithm of both sides transforms the equation into a linear equation y = a + b. , where y=ln a=ln b=- B The coefficients a and b are solved using the least squares method; the material constants A and B are then determined based on the values ​​of a and b. Substitute into the formula Obtain the water-cement ratio w .

[0017] Furthermore, in step S3, the real-time control of the grouting process employs a pressure-flow rate (PQ) collaborative analysis method. Specifically, this involves installing pressure and flow sensors on the grouting pipeline to collect real-time data on the grouting pressure (P) and flow rate (Q), plotting the PQ curve, and implementing corresponding control measures based on curve changes. If P rises steadily and Q gradually decreases, maintain the current water-cement ratio and grouting pressure. If P suddenly decreases and Q suddenly increases, reduce the water-cement ratio or use intermittent grouting. If P rises rapidly and Q drops sharply to zero, increase the water-cement ratio and appropriately increase the grouting pressure within the permissible range.

[0018] Furthermore, in step S4, the comprehensive grouting effect index... The calculation formula is ; In the formula, This refers to the water inflow at the working face before grouting; This refers to the water inflow at the working face after grouting. and These are weighting coefficients; This represents the reinforcement effect coefficient.

[0019] Furthermore, in step S4, the process of determining the level based on the index result and implementing feedback processing measures includes, if... If the grouting design is deemed successful, the grouting design and construction data will be added to the grouting success case database; if 0.5 ≤ If the value is less than 0.8, the grouting design is deemed basically qualified. Problems in the design and construction should be analyzed, and the grouting parameters optimized. If the grouting design is deemed unsuccessful, a new ground pre-grouting design or a dynamic coordinated design for in-tunnel grouting will be carried out.

[0020] The present invention has the following beneficial effects: 1. This invention achieves deep synergy between ground pre-grouting and in-tunnel grouting, breaking the limitation that the design and construction of the two are independent in traditional technology. Through the division of geological condition units and dynamic feedback of grouting effect, grouting parameters are accurately matched, effectively avoiding reinforcement blank areas or functional overlap, and improving the targeting of grouting projects. 2. This invention constructs a full-process quantitative model system, from the ground grouting effect coefficient and the in-tunnel grouting trigger threshold to the comprehensive effect index. It uses data-driven approaches to replace experience-based decision-making, reduce human error, and make the design of grouting parameters more scientific and operable. 3. The real-time control mechanism based on the PQ curve of this invention can quickly respond to emergencies such as grout leakage and premature closure during the grouting process, adjust the grout ratio and grouting process in a timely manner, improve the controllability of the grouting process, and reduce construction safety risks. 4. This invention establishes a case database and a closed loop for effect feedback, reusing successful grouting cases to similar geological conditions and continuously optimizing design parameters. This not only improves the grouting efficiency and quality of current projects, but also provides reliable references for subsequent similar projects, significantly enhancing the overall economy, safety, and applicability of grouting projects. Attached Figure Description

[0021] Figure 1 This is a flowchart of the dynamic collaborative design and real-time control method for tunnel grouting based on geological conditions, as described in this invention. Detailed Implementation

[0022] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific examples described herein are only some embodiments of this invention, not all embodiments, and are not intended to limit the invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without inventive effort are within the scope of protection of this invention.

[0023] A dynamic collaborative design and real-time control method for tunnel grouting based on geological conditions includes the following steps: S1: Ground Pre-grouting Design: Establish a database of successful grouting cases under different geological conditions, collect and analyze previous geological survey reports, and focus on the rock quality designation (RQD) of borehole cores and geophysical exploration anomaly zones, i.e., areas where geophysical exploration results show significant differences from the surrounding normal geological conditions, and where there may be fracture development, water permeability, or weak surrounding rock; based on the above parameters, divide the tunnel route into different geological condition units such as: intact and stable section, medium fracture section, fractured and highly permeable section, and fault-affected section, and carry out ground pre-grouting design by referring to similar engineering cases in the database; S2: Dynamic monitoring and effect evaluation of the construction process Quantitative evaluation of ground grouting effect: Before and after ground pre-grouting, water pressure tests were conducted in inspection holes for key sections to obtain the permeability of the formation in each section. The ground grouting effect coefficient was calculated using formula (1). Quantify the degree of formation improvement; (1) In the formula, This is the grouting effect coefficient; the closer it is to 1, the better the grouting effect. The permeability of the formation before grouting; The permeability of the formation after grouting; Real-time collection of information revealed during tunnel excavation: During tunnel excavation, the total water inflow per unit time is continuously monitored using a water collection device installed at the tunnel face in conjunction with a flow meter, and recorded as the water inflow before grouting at the tunnel face. (Unit: m) 3 / h); The aperture of representative fractures is estimated through on-site measurement or digital photography, and is used as the width of the main fracture group. L ; S3: Dynamic Coordinated Design and Real-time Control of Grouting Inside the Tunnel S31: Triggering and Target Determination of Grouting Demand in Tunnel: Setting the Allowable Safe Inflow Threshold for the Project and the qualified threshold of the ground grouting effect coefficient .

[0024] Condition one: ; Condition two: Meeting any one of these conditions will trigger coordinated grouting within the tunnel. The determination is made by combining engineering design specifications, tunnel support bearing capacity, and allowable construction safety range, through numerical simulation or by referring to data from similar projects. Referring to industry standards and acceptance criteria for similar projects, the value is usually taken as 0.7 to 0.8.

[0025] S32: Dynamic selection of slurry ratio S321: Calculate the initial viscosity of the slurry: Calculate the required initial viscosity of the slurry using formula (2). ; (2) in, The initial viscosity of the slurry is (Pa·s). The local flow rate (m³) at the target inflow point 3 / s), allocated according to the proportion of water outflow area and water velocity at each water inflow point. get; The viscosity of water is taken as 0.001 Pa·s; The unit is m 3 / h, The unit is m 3 / s, you need to convert the units to be consistent first: 3600) [( ) / (3) In the formula Let i be the outflow area of ​​the i-th water inflow point. Let be the water flow velocity at the i-th water inrush point; The viscosity of water is taken as 0.001 Pa·s; L The crack width is in meters. The water pressure at the inrush point (Pa) can be estimated based on the hydrostatic pressure. = (4) In the formula Where is the density of water, g is the acceleration due to gravity, and h is the static head height at the point of water inrush (unit: m), which refers to the vertical distance from the groundwater level or the piezometric level of confined aquifers to the location of the point of water inrush. k The safety factor is used to account for the uncertainty of flow and ensure the reliability of water plugging. It is assigned according to the geological conditions: 1.0~1.2 for intact and stable section, 1.2~1.5 for medium fracture section, 1.5~2.0 for fractured and highly permeable section, and 2.0~2.5 for fault-affected section. S322: Determine the water-cement ratio: Establish the water-cement ratio of the cement used in this project in advance through indoor tests. w With the initial viscosity of the slurry The relationship curve or fitting formula. This relationship usually conforms to the exponential form and can be expressed as formula (5). (5) Take 3-5 groups of cement slurries with different water-cement ratios, measure their initial viscosity under standard test conditions, and use the least squares method to fit an exponential function to obtain the formula (5). A and B The value will Substituting into formula (5), the water-cement ratio is obtained. w The value of . In a specific embodiment, the initial viscosity of the slurry. Usually, the minimum value that satisfies the requirements of formula (2) is taken.

[0026] A and BTo obtain material constants based on exponential function fitting using the least squares method from indoor test data, the specific fitting method includes: selecting a commonly used water-cement ratio range of 0.5~1.0, and setting up 3~5 test groups with different water-cement ratios, such as... w =0.5, 0.6, 0.7, 0.8, 0.9; each group of tests used the same batch of cement and standard test conditions such as temperature 20±2℃ and humidity 60±5%. After stirring to form a uniform slurry, the initial viscosity of the slurry was measured using a rotational viscometer. Unit: Pa·s, record the corresponding ( ) for each group w , Data pairs. If a set of data... Data deviating more than 30% from adjacent groups is considered an outlier and removed; if there are fewer than 3 valid data sets, supplementary experiments are conducted until the requirements are met to ensure data reliability. (Regarding formula (5)...) Take the natural logarithm of both sides: ln =ln - , let y=ln a=ln b=- B Then the linear equation simplifies to: y=a+b (6) Based on the linear equation, y = a + b The coefficients a and b are solved using the least squares method, and the calculation formula is as follows: Calculate the average ash ratio: = (7) Where n represents the number of valid data sets. This represents the water-cement ratio value in the i-th data group. Logarithmic viscosity average: = (8) Where n represents the number of valid data sets. = ln , This represents the initial viscosity value of the slurry in the i-th data group.

[0027] Calculate the slope: b = (9) Calculate the intercept: a = -b (10) Based on the values ​​of the linear coefficients a and b, the material constants in the original exponential function can be derived in reverse: = ; B =-b.

[0028] Calculate the coefficient of determination: =1- (11) in a+b , Require ≥0.95, to ensure consistency between the fitting results and experimental data; if If the value is less than 0.95, additional experimental data or adjustments to the water-cement ratio range are needed before refitting. The values ​​obtained using the above method... and B It can accurately reflect the exponential relationship between the water-cement ratio of the cement used in the project and the initial viscosity of the slurry, ensuring that the calculation accuracy of formula (5) meets the actual needs of the project.

[0029] Formulas (6) to (11) are used to determine material constants. and B value 。

[0030] S323: Real-time control of grouting process: using pressure-flow rate (… P - Q Real-time control is achieved through a collaborative analysis method. Pressure and flow sensors are installed on the grouting pipeline to collect grouting pressure P (Pa) and flow rate Q (m³) in real time. 3 / s), plot the PQ curve; Scenario 1 Ideal State: P Steady rise, Q The pressure gradually decreases. This indicates that the grout is spreading within a controllable range, maintaining the current water-cement ratio and grouting pressure.

[0031] Scenario 2: Risk of slurry leakage P A sudden drop, Q A sudden increase in pressure indicates that the crack may have been breached or a new channel may have formed, causing grout loss. In this case, the water-cement ratio should be immediately reduced (to prepare a thicker grout) or intermittent grouting should be adopted.

[0032] Case 3: Premature occlusion P Rising rapidly Q A rapid drop to zero indicates that the slurry is too thick or the particles are too coarse, causing a blockage nearby. In this case, the water-cement ratio should be appropriately increased (to prepare a thinner slurry), and the pressure should be increased appropriately within permissible limits to break the blockage.

[0033] S4: Overall Evaluation and Feedback on Results Define a comprehensive grouting effect index This is used to comprehensively evaluate the success of this grouting operation. (12) in, Water inflow at the working face before grouting (m³)3 / h); Water inflow at the working face after grouting (m³) 3 / h); and This is a weighting coefficient, which can be adjusted according to the project's focus (waterproofing or reinforcement). Fragmented and highly permeable sections / sections affected by faults: These sections have an extremely high risk of water inrush, and priority should be given to enhancing water-stopping effects. A value of 0.7 to 0.8 is acceptable. For the medium-fractured section: both water inrush and surrounding rock stability risks exist; the basic value should be taken according to the core focus of the project, such as 0.5 for both, without additional fine-tuning; for the completely stable section: there is almost no risk of water inrush, only slight reinforcement is required. A value of 0.7 to 0.8 is acceptable. The corresponding values ​​are 0.2 to 0.3. If the project requires high accuracy in weighting, the empirical values ​​can be disregarded, and the general weighting method for grouting evaluation in underground engineering can be adopted, combining subjective experience and objective data to determine the appropriate weight. and The results are more in line with the actual engineering situation; The reinforcement effect coefficient is a semi-quantitative indicator that can be scored based on the inspection borehole results. The scoring rules are as follows: 1 point (Excellent): The core is intact, the magma veins are fully filled, and the strength is significantly improved. 0.5 points (Pass): The core is relatively intact, and the magma veins are filled but discontinuous. 0 points (Fail): The core is broken, and no obvious magma veins are observed.

[0034] if This indicates that the grouting design for this type of working condition was successful. This record can serve as a model case for subsequent similar working conditions and be included in the database.

[0035] if This indicates that the grouting design is basically acceptable, but there may be room for improvement. Further analysis of the reasons is needed.

[0036] if This indicates that the grouting design was unsuccessful and needs to be redesigned.

[0037] The grouting design includes the surface pre-grouting design in step S1 and the dynamic coordinated design of in-tunnel grouting in step S3. The surface pre-grouting design includes geological condition unit division design and grouting parameter matching design, such as grout diffusion radius, grouting pressure, reinforcement range, and grout base mix ratio. The dynamic coordinated design of in-tunnel grouting includes grouting trigger threshold design, dynamic grout mix ratio design, real-time control design of the grouting process (such as monitoring strategies for grouting pressure and flow rate), and contingency plans for unexpected situations such as grout leakage and premature closure.

[0038] The above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions, characterized in that, The method includes: S1: Ground pre-grouting design, establish a database of successful grouting cases under different geological conditions, divide the geological condition units along the tunnel by combining the preliminary geological survey data, and carry out ground pre-grouting design with reference to the case database; S2: Dynamic monitoring and effect evaluation of the construction process, quantitative evaluation of the ground pre-grouting effect, and real-time collection of geological and hydrological information exposed during tunnel excavation. S3: Dynamic collaborative design and real-time control of grouting inside the tunnel. Based on the monitoring and evaluation results of step S2, it is determined whether the conditions for grouting inside the tunnel are triggered. If the triggering conditions are met, dynamic selection of grout mix ratio and real-time control of the grouting process are carried out. If the triggering conditions are not met, grouting is completed directly. S4: Comprehensive evaluation and feedback of the effect, calculate the comprehensive grouting effect index, determine the grade of this grouting design based on the index results, and implement corresponding feedback and handling measures; The ground pre-grouting design includes geological condition unit division design and grouting parameter matching design, while the in-tunnel grouting dynamic collaborative design includes grouting trigger threshold design, grout ratio dynamic design, and real-time control design of the grouting process.

2. The method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions according to claim 1, characterized in that: The preliminary geological survey data in step S1 includes, but is not limited to, the rock quality index RQD of the borehole core and geophysical exploration anomaly data; the geological condition unit is divided into one or more of the following: intact and stable section, medium fracture section, fractured and highly permeable section, and fault-affected section; the parameters of the grouting parameter matching design include grout diffusion radius, grouting pressure, reinforcement range, and grout base mix ratio.

3. The method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions according to claim 1, characterized in that: The specific method for quantitatively evaluating the effectiveness of ground pre-grouting in step S2 includes conducting water pressure tests on inspection holes in key sections before and after ground pre-grouting to obtain the formation permeability before grouting. and formation permeability after grouting Through formula Calculate the ground grouting effect coefficient ; Real-time collected information on tunnel excavation and exposure includes, but is not limited to, the water inflow at the tunnel face before grouting, monitored by a water collection device and flow meter. The width of the main fracture group estimated through on-site measurement or digital photography L .

4. The method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions according to claim 1, characterized in that, In step S3, the grouting in the tunnel is triggered by satisfying any of the following conditions: Condition 1: Water inflow at the working face before grouting Greater than the project's allowable safe inflow threshold ; Condition 2: Ground grouting effect coefficient Less than the qualified threshold for ground grouting effect coefficient ; in, The value ranges from 0.7 to 0.

8. The determination is made by combining engineering design specifications, tunnel support bearing capacity, and allowable construction safety range, through numerical simulation or by referring to data from similar projects.

5. The method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions according to claim 1, characterized in that: In step S3, the dynamic selection of slurry ratio first involves calculating the initial viscosity of the slurry. The calculation formula is: ; In the formula, The local flow rate at the target inflow point. Let i be the outflow area of ​​the i-th water inflow point. Let be the water flow velocity at the i-th water inrush point; The viscosity of water, Water pressure at the point of inrush. k This is for the safety factor.

6. The method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions according to claim 1, characterized in that: In step S3, the dynamic selection of the slurry ratio is based on the calculated initial viscosity of the slurry. Then, the water-cement ratio w was determined through experiments, specifically including: A water-cement ratio range of 0.5~1.0 was selected, and multiple test groups with different water-cement ratios were set up. Cement slurry was prepared under standard test conditions of temperature 20±2℃ and humidity 60±5%. The initial viscosity of each group of slurry was measured and recorded. w , Data pairs; Remove outliers, if a set of data If the deviation from the data of the adjacent group exceeds the preset value, it is considered an outlier. If the number of valid data groups is less than the preset value, additional tests are conducted. For the formula Taking the natural logarithm of both sides transforms the equation into a linear equation y = a + b. , where y=ln a=ln b=- B The coefficients a and b are solved using the least squares method; the material constants A and B are then determined based on the values ​​of a and b. Substitute into the formula Obtain the water-cement ratio w .

7. The method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions according to claim 1, characterized in that: In step S3, the real-time control of the grouting process employs a pressure-flow PQ collaborative analysis method. Specifically, this involves installing pressure and flow sensors on the grouting pipeline to collect real-time data on grouting pressure P and grouting flow rate Q, plotting the PQ curve, and implementing corresponding control measures based on curve changes. If P rises steadily and Q gradually decreases, maintain the current water-cement ratio and grouting pressure. If P suddenly decreases and Q suddenly increases, reduce the water-cement ratio or use intermittent grouting. If P rises rapidly and Q drops sharply to zero, increase the water-cement ratio and appropriately increase the grouting pressure within the permissible range.

8. The method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions according to claim 1, characterized in that: In step S4, the comprehensive grouting effect index The calculation formula is ; In the formula, This refers to the water inflow at the working face before grouting; This refers to the water inflow at the working face after grouting. and These are weighting coefficients; This represents the reinforcement effect coefficient.

9. The method for dynamic collaborative design and real-time control of tunnel grouting based on geological conditions according to claim 1, characterized in that: In step S4, the level determination based on the index result and the execution of feedback processing measures include if If the grouting design is deemed successful, the grouting design and construction data will be added to the grouting success case database; if 0.5 ≤ If the value is less than 0.8, the grouting design is deemed basically qualified. Problems in the design and construction should be analyzed, and the grouting parameters optimized. If the grouting design is deemed unsuccessful, a new ground pre-grouting design or a dynamic coordinated design for in-tunnel grouting will be carried out.

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