A shield muck utilization method and system based on foam residual quantity control

Abstract

This invention belongs to the field of solid waste resource utilization technology in tunnel boring machine (TBM) construction. It discloses a method and system for utilizing TBM excavated soil based on the quantitative control of foaming agent residue. The method involves measuring the basic physical parameters of the excavated soil and the amount of residual foaming agent. Based on FIR (First-In, First-Out) analysis, excavated soil replacement rate, key performance indicators of grouting slurry, and mechanical performance indicators of grouting aggregate, a multi-factor coupled predictive model for the working performance of grouting slurry and the mechanical performance of grouting aggregate is established. During construction, the grouting mix ratio is dynamically adjusted according to the model and engineering requirements to determine the optimal excavated soil replacement rate and material ratio. A dynamic mix ratio optimization algorithm is developed, and an intelligent control system for the construction process is established. Compared with traditional methods, this invention achieves resource-based, reduced-volume, and harmless utilization of TBM excavated soil, significantly saving water resources, reducing carbon emissions, improving the resource utilization rate of TBM excavated soil, and lowering carbon emissions and construction costs, providing key technical support for green TBM construction.

Description

Technical Field

[0001] This invention relates to the field of solid waste resource utilization technology in tunnel boring machine (TBM) construction, and more specifically to a method and system for utilizing TBM slag based on quantitative control of foaming agent residue. Background Technology

[0002] Shield tunneling generates a large amount of excavated soil. With the introduction of "dual carbon" targets and the promotion of green construction concepts, resource conservation and environmental protection in shield tunneling have become increasingly important. In my country, shield tunneling generates over 100 million cubic meters of excavated soil annually, with a resource utilization rate of only about 30%. Currently, to achieve resource utilization of excavated soil, it is often used as fine aggregate to replace some sand in synchronous grouting. However, to optimize tunneling efficiency, foaming agents are commonly used in shield tunneling to improve the soil, inevitably resulting in the presence of foaming agent components in the discharged excavated soil. Traditional methods involve washing the construction waste to remove foaming agents. This not only consumes a large amount of precious water resources (traditional waste washing processes consume 2-4 cubic meters of water per cubic meter of waste, exceeding 200 million cubic meters annually, resulting in serious resource waste), but also generates secondary wastewater (washing wastewater contains foaming agents and other chemicals, leading to high treatment costs and a heavy environmental impact). Furthermore, inconsistent washing standards (different sites have vastly different washing standards, with foaming agent residue fluctuating between 20% and 80%, making grouting quality uncontrollable) cause fluctuations in waste waste composition, ultimately affecting the stability of grouting quality. High energy consumption and emissions: washing, transportation, and processing generate significant carbon emissions, contradicting the concept of green construction.

[0003] As a surfactant, foaming agents inevitably leave residues that significantly impact the workability (such as fluidity and stability) of cement-based grouting slurries and the mechanical properties of the hardened aggregate. Currently, the industry lacks systematic research on the inherent relationships between foaming agent residue, slag replacement rate, and grout performance, and has yet to develop a scientific method for the proportioning and control of unwashed or minimally washed slag for direct use in synchronous grouting. This severely hinders the in-depth development of green utilization technology for tunnel boring machine (TBM) slag.

[0004] Meanwhile, existing studies lack a unified definition of the spoil replacement rate, with some using a dry basis definition (dry spoil / dry sand) and others using a wet basis definition (wet spoil / wet sand or reference sand). This makes it difficult to compare results from different studies and leads to misunderstandings in engineering applications. In reality, tunnel boring machine (TBM) spoil is already moist when discharged, and it is impossible to dry and measure its dry mass in real time on the construction site. Therefore, using a wet basis definition is more in line with engineering practice and facilitates on-site measurement and mix proportion control. However, current technologies have not established a systematic prediction model based on the wet basis replacement rate, nor have they considered the impact of spoil moisture content on mix design, thus hindering the precise control of spoil resource utilization.

[0005] Therefore, how to provide a non-washing utilization technology for slag based on the quantitative control of foaming agent residue, which can not only achieve efficient resource utilization of slag, but also significantly save water resources and reduce carbon emissions, while ensuring stable and controllable grouting quality, is a problem that urgently needs to be solved by those skilled in the art. Summary of the Invention

[0006] In view of this, the present invention provides a method and system for utilizing tunnel boring machine excavated soil based on quantitative control of foaming agent residue, in order to solve the problems in the background art.

[0007] To achieve the above objectives, the present invention adopts the following technical solution: On the one hand, this invention discloses a method for utilizing tunnel boring machine (TBM) slag based on the quantitative control of foaming agent residue, the specific steps of which are as follows: S1 measures the physical parameters of the excavated soil taken from the tunnel boring machine site and obtains the residual foaming agent level. S2 obtained the working performance index of synchronous grouting slurry and the mechanical performance index of grouting stone body under different "slag replacement rate" and different "foaming agent residue" through indoor tests; S3 determines the weights based on the analytic hierarchy process or engineering experience, and calculates a comprehensive performance evaluation index by weighting the working performance index and the mechanical performance index. S4 establishes a performance prediction model with slag replacement rate and foam agent residue as independent variables and comprehensive performance evaluation index as dependent variable; S5 uses a performance prediction model to determine the optimal slag replacement rate and complete material ratio that meet the requirements under a specific residual amount of foaming agent, based on the engineering design requirements for synchronous grouting performance. During shield tunneling, S6 monitors in real time or estimates the amount of foaming agent residue in the discharged excavated soil based on tunneling parameters, and dynamically adjusts the mixing ratio.

[0008] Preferably, in the above-mentioned method for utilizing tunnel boring machine (TBM) excavated soil based on quantitative control of foaming agent residue, in S1, the physical parameters are measured, including particle size distribution, moisture content, liquid limit, plastic limit, organic matter content, and pH value; the foaming agent injection flow rate and concentration are obtained through the original construction parameter records of the TBM, or the foaming agent residue level is obtained through indirect analysis of excavated soil samples.

[0009] Among them, moisture content ω is a key parameter used for conversion between wet and dry basis: Dry slag mass = wet slag mass / (1 + ω); Wet slag mass = Dry slag mass × (1 + ω); This invention defines the soil replacement rate R as the wet basis replacement rate, and the calculation formula is as follows: ; in, The amount of sand used in the baseline mix (R=0%).

[0010] The engineering significance of the wet basis definition: It conforms to the moisture content of the on-site slag and soil, allowing for weighing and batching without drying; it facilitates understanding and operation by construction personnel, reducing calculation errors; and it compensates for fluctuations in moisture content by adjusting the water consumption, ensuring the stability of the mix proportions.

[0011] Preferably, in the above-mentioned method for utilizing tunnel boring machine (TBM) excavated soil based on the quantitative control of foaming agent residue, the residual foaming agent level is obtained by calculating the construction parameters of the TBM foam system, and the calculation formula is as follows: ; in, This refers to the flow rate of the foam concentrate. Here, t represents the foaming agent concentration, and t represents time. For the volume of slag and soil, This refers to the dry density of the slag.

[0012] Preferably, in the above-mentioned shield tunneling slag utilization method based on the quantitative control of foaming agent residue, in S2, the performance indicators of synchronous grouting slurry and the mechanical performance indicators of grouting stone body under different "slag replacement rates" and different "foaming agent residues" are obtained through systematic indoor tests. The working performance indicators of the synchronous grouting slurry are as follows: fluidity, measured by slump cone method; consistency, measured by consistency meter; bleeding rate and consolidation shrinkage rate; mechanical performance indicators of the grouting aggregate after consolidation: unconfined compressive strength at 7 days and 28 days; the experimental design adopts orthogonal test or response surface method, covering the typical range of slag replacement rate of 0%-100% and foaming agent residue of 0%-30%.

[0013] R=0%: Pure sand mix ratio (basic mix ratio); R=50%: The amount of wet slag soil used is 50% of the amount of benchmark sand used, i.e., half replacement; R=100%: Wet slag completely replaces the benchmark sand (feasibility needs to be verified in actual projects). Dry slag replacement rate R for each mix proportion group 干基 It can be converted by moisture content: R 干基 =R 湿基 / (1+ω)×100%. For example, when ω=15%, R 湿基 =50% corresponds to R 干基 =43.5%.

[0014] Preferably, in the above-mentioned method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue, the comprehensive performance evaluation index calculation formula in S3 is as follows: ; in: Standardized indicators of liquidity performance; Standardized indicators of stability performance; Standardized indicators for durability performance; Standardized indicators for strength performance; These are all weights of the corresponding indicators, determined based on the analytic hierarchy process or engineering experience, and satisfying the following conditions: .

[0015] Preferably, in the above-mentioned method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue, the calculation formulas for each standardized index are as follows: Standardized indicators of liquidity performance: ; in, and These represent the lower and upper limits of the required flowability for the project, respectively, and are set based on industry standards. Stability performance standardization indicators: ; in, and These represent the upper and lower limits of the permissible bleeding rate, respectively, set based on engineering experience; Durability performance standardization indicators: ; in, and The lower and upper limits of the allowable consolidation shrinkage rate were set based on experimental data. Standardized indicators for strength performance: ; in, The target compressive strength is set based on engineering design requirements.

[0016] Preferably, in the above-mentioned method for utilizing tunnel boring machine (TBM) slag based on the quantitative control of foaming agent residue, in S4, a performance prediction model is obtained by fitting the experimental data using the least squares method based on multiple regression analysis. The mathematical expression is: ; Among them, through a large number of indoor tests, the database stores the performance indicators and the calculated comprehensive performance evaluation index values ​​under different combinations of slag replacement rate and foam agent residue. The coefficients β0, β1, β2, β3, β4, and β5 are determined by the test data. R: Slag and soil replacement rate (wet basis, %), range 0-100%.

[0017] FIR: Foaming agent residue (%), range 0-30%.

[0018] In the model, R is defined using a wet basis, and the coefficients have already taken into account the influence of the moisture content of the slag. If a dry basis substitution rate R is required...干基 It needs to be converted to a wet base first: R=R 干基 ×(1+ω).

[0019] Model Applicability Conditions: Moisture content of slag / soil ω: 10%-20%; Moisture content of sand: ≤5% (considered as dry basis); If the range is exceeded, the coefficients need to be recalibrated.

[0020] A database was constructed, and through numerous indoor experiments, performance indicators (flowability, bleeding rate, consolidation shrinkage rate, compressive strength) and calculated I values ​​were stored under different combinations of slag replacement rates and foaming agent residues. WCP The values ​​are used to form a database. The database can be built using SQL or NoSQL architecture, supporting fast queries.

[0021] Model validation uses cross-validation, with the following metrics: Percentage of samples with prediction error <5%: 65%; Percentage of samples with prediction error <10%: 85%; Maximum prediction error: 14.2% (sample B4); Preferably, in the above-mentioned method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue, the specific steps for determining the optimal mix ratio in S5 are as follows: Based on the determined optimal waste soil replacement rate Calculate the amount of wet slag and soil to be used in accordance with the standard mix ratio. ,in The amount of sand used in the baseline mix; Calculate the mass of dry slag based on the moisture content ω of the slag. and moisture brought in by the construction waste ; Calculate sand usage ; Adjust the external water supply ,in The water consumption in the baseline mix. This is the water volume correction value determined based on the amount of cementitious material adjusted.

[0022] The specific steps are as follows: 1. Determine the optimal substitution rate R According to the design requirements of the project for synchronous grouting performance (e.g., 28-day unconfined compressive strength ≥ 8.0 MPa, comprehensive performance index I), WCP ≥71), under known or estimated foaming agent residue (FIR) conditions, using the established performance prediction model, iteratively calculate the I corresponding to the slag replacement rate R (range 0%-100%). WCP Values ​​from which to select I WCPMaximizing or first satisfying the lower limit of the design requirements as the optimal substitution rate R .

[0023] 2. Calculate the material ratio: based on the optimal substitution rate R The amount of each material is calculated using the material balance equation, along with the baseline mix ratio (the mix ratio when R=0%).

[0024] 3. Experimental Verification and Optimization: Indoor experiments were conducted to verify the preliminary theoretical proportions. Assuming the test results show that the 28-day compressive strength is 6.8 MPa (lower than the required 8.0 MPa), the flowability is 15.8 cm (close to the upper limit), and the bleeding rate is 2.8% (too high), the following optimization adjustments are required: Optimization strategy: a) Increase the total amount of cementitious materials: In order to improve strength, the total amount of cementitious materials will be increased from the benchmark value (600 kg / m³); b) Adjust the internal proportions of the cementitious material: To optimize workability and stability, the cementitious material is redistributed according to empirical proportions.

[0025] c) Adjust total water consumption: To maintain the target water-cement ratio, calculate the total water consumption and adjust the amount of water added.

[0026] 4. Final proportions determined After the above optimization and adjustment, the final recommended ratio is obtained; the final ratio is then used for model prediction and experimental verification.

[0027] It should be noted that: 1. The baseline mix proportion (R=0%) is the starting point of the design, but in actual applications, it needs to be dynamically adjusted according to engineering requirements, material properties and performance prediction results. The increase in the total amount of cementitious materials is to compensate for the negative impact of the introduction of slag on strength, and the optimization of the internal mix proportion of cementitious materials is to balance strength development, workability and economy.

[0028] 2. The final mix proportions were determined through a systematic approach of “model inversion → theoretical calculation → experimental verification → dynamic optimization”, ensuring the optimal balance between strength, workability, stability and economy.

[0029] 3. The moisture content (ω) of the slag is a dynamically changing parameter. In practical applications, the material balance needs to be recalculated in real time based on the measured moisture content, especially considering the moisture (m) introduced by the slag. zw ( ) and added water (W) to maintain the stability of the formula.

[0030] On the other hand, this invention discloses a shield tunneling spoil utilization system based on the quantitative control of foaming agent residue, employing the above-mentioned method, including: The data acquisition module is used to acquire the basic physical parameters of the tunnel boring machine excavated soil, the foaming agent residue (FIR) amount, and performance index data from different combinations of excavated soil replacement rate and foaming agent residue amount from indoor tests. The model building and storage module is used to build and store performance prediction models and databases with slag replacement rate and foaming agent residue as independent variables and comprehensive performance evaluation index as dependent variables. The mix design inversion calculation module is used to determine the optimal slag and soil replacement rate R by inverting the performance prediction model based on the set comprehensive performance evaluation index target value. And calculate the final material ratio; The dynamic control module is used to acquire FIR data in real time during construction and call the proportion inversion calculation module to dynamically output the adjusted material proportion.

[0031] Preferably, in the above-mentioned shield tunneling waste utilization system based on the quantitative control of foaming agent residue, the performance prediction model includes a mathematical formula model based on multiple regression.

[0032] As can be seen from the above technical solution, compared with the prior art, this invention discloses a method and system for utilizing shield tunneling excavated soil based on the quantitative control of foaming agent residue. Compared with the prior art, this invention achieves the resource-based, volume-reduced, and harmless utilization of shield tunneling excavated soil, significantly saving water resources, reducing carbon emissions, improving the resource utilization rate of shield tunneling excavated soil, reducing carbon emissions and construction costs, and providing key technical support for green shield tunneling construction. The core of this invention lies in abandoning the traditional water-intensive excavated soil washing process and directly utilizing shield tunneling excavated soil containing foaming agent residue as part of the fine aggregate to prepare synchronous grouting material. Addressing the problems of wasted washing water and performance uncertainty caused by foaming agent residue in shield tunneling excavated soil, this invention innovatively establishes a quantitative prediction model of "foaming agent residue - excavated soil replacement rate - grout performance," realizing the direct utilization of excavated soil containing foaming agent without washing. Attached Figure Description

[0033] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the provided drawings without creative effort.

[0034] Figure 1 This is a flowchart of the method of the present invention; Figure 2 Structure diagram of a multi-factor coupled prediction model; Figure 3 is a schematic diagram showing the changes in compressive strength at (a) 7 days and (b) 28 days under different foaming agent residues and slag replacement rates in the examples. Detailed Implementation

[0035] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0036] Example: A shield tunnel section in a water-rich sand layer and silty mudstone composite strata of the Nanchang Metro is used as the background.

[0037] S1. Collect fresh excavated soil samples from the tunnel boring machine site and determine their physicochemical parameters: Excavated soil samples were taken from the site, and its natural moisture content was measured to be 15%. The particle size distribution curve was similar to that of the undisturbed gravel layer. According to tunnel boring machine data, the residual foaming agent (FIR) used during tunneling ranged from 15% to 25%. The engineering design requires a target strength of 28 days. This embodiment uses slag with an FIR of 20% as a representative example for research.

[0038] S2. Key Performance Indicator Acquisition: The slurry performance was tested at soil replacement rates R=0%, 20%, 40%, 60%, 80%, 100% and foaming agent residues FIR=0%, 10%, 20%, 30% (Figure 3).

[0039] Typical results: R=40%, FIR=20%: Flowability 14.2cm, Consistency 12s, Bleeding rate 2.1%, Consolidation shrinkage rate 96.5%, 28d compressive strength 4.72MPa; R=60%, FIR=20%: Flowability 13.8cm, Consistency 14s, Bleeding rate 2.6%, Consolidation shrinkage rate 97.2%, 28d compressive strength 4.98MPa; S3. Calculate I WCP : Parameter setting: F min =11 cm, F max =16 cm, S max =3.5%, S min =0%, D min =95%, D max =99%, =4.0MPa.

[0040] For a formula with R=40% and FIR=20% as follows: I WCP =0.25×64.0+0.30×40.0+0.15×37.5+0.30×118.0=69.025; S4. Establish a performance prediction model: Multiple regression yields I WCP Model: I WCP =50.2+0.5R-0.8FIR-0.01R²+0.02FIR²+0.03R×FIR; S5. Invert the optimal ratio: Prerequisites, definition of the soil replacement rate R: wet basis replacement rate, R = wet soil usage / reference sand usage; Standard mix proportion (R=0%): Cement =150kg / m³; fly ash =400kg / m³; sand =900kg / m³; Bentonite =50kg / m³; water =500kg / m³; Total amount of cementitious materials =150+400+50=600kg / m³; Engineering conditions: FIR (Foaming agent residue) = 20%; ω (soil moisture content) = 15%; Design requirements: 28-day strength ≥ 8 MPa, I WCP ≥71; The performance prediction model is as follows: I WCP =50.2+0.5R-0.8FIR-0.01R²+0.02FIR²+0.03R×FIR; Step 1: Model prediction determines the optimal substitution rate R = 50% (wet basis); The I here WCP The values ​​are derived from the performance prediction model.

[0041] When FIR=20%, the model calculation shows: R=40%: I WCP =70.2 (not satisfying ≥71); R=50%: I WCP =72.2 (Meets requirements, optimal); R=60%: I WCP =72.2 (satisfied but less than 50%) Step 2: Preliminary calculation of theoretical proportions (R=50%); based on =50% (wet basis substitution rate) Calculation of theoretical proportion: 1. Amount of wet slag soil used: m z = ×S0 = 50% × 900 = 450 kg / m 3 ; 2. Quality of dry slag: ; 3. Moisture introduced by the construction waste: ; 4. Sand dosage: ; 5. Additional water usage (preliminary adjustment): ; 6. Other materials: Maintain the baseline values ​​for now (cement 150, fly ash 400, bentonite 50).

[0042] Theoretical mix proportions: Cement 150, Fly ash 400, Sand 450, Slag 450 (wet basis), Bentonite 50, Water 441 (unit: kg / m³). Step 3: Experiment optimization and adjustment It was pointed out that the theoretical mix ratio had a measured 28-day strength of only 6.8 MPa (below 8 MPa), therefore optimization was carried out: a) Increase the total amount of cementitious materials by 10%, and the original total amount of cementitious materials ; Improved ; b) Adjust the internal ratio of the cementitious material. Based on engineering experience, use a ratio of 2.5:8:1 (total 11.5) to distribute the cementitious material. cement: → Take 144 kg / m³; Fly ash: → Take 459 kg / m³; Bentonite: → 57 kg / m³; c) Adjust the water usage to maintain a water-to-gel ratio of 0.82; Total water volume: → Take 541 kg / m³; Moisture introduced by the construction waste: ; Additional water usage: Step 4: Final formulation determination and verification; Final mix proportions: cement 144, fly ash 459, sand 450, slag 450 (wet basis), bentonite 57, water 482 (unit: kg / m³).

[0043] S6. Construction Dynamic Control: Neural network model training: Inputs R and FIR, output I WCP With 100 training datasets, R² = 0.851. This meets the requirements.

[0044] Real-time FIR calculation: Foam concentrate flow rate Q foam =10L / min, concentration C foam =3%, tunneling rate V=50mm / min, tunnel cross-sectional area A=30m², soil dry density ρ d =1.5t / m³, then FIR=(Q foam ×FER) / (v×A)×100%=(0.015 × 20) / (0.05 × 30) × 100%=20%; In the formula, Q foam : Foam concentrate flow rate (L / min or m³ / min); FER: Expansion ratio (usually 10-30 times), this calculation uses 20; v: tunneling rate (m / min); A: Tunnel cross-sectional area (m²); Querying the model database: When FIR=20%, the R range of 35%-45% meets the requirements, so R=40%.

[0045] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on its differences from other embodiments. Similar or identical parts between embodiments can be referred to interchangeably. For the apparatus disclosed in the embodiments, since they correspond to the methods disclosed in the embodiments, the description is relatively simple; relevant parts can be referred to in the method section.

[0046] The above description of the disclosed embodiments enables those skilled in the art to make or use the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A method for utilizing tunnel boring machine (TBM) excavated soil based on the quantitative control of foaming agent residue, characterized in that, The specific steps are as follows: S1 measures the physical parameters of the excavated soil taken from the tunnel boring machine site and obtains the residual foaming agent level. S2 obtained the working performance index of synchronous grouting slurry and the mechanical performance index of grouting stone body under different "slag replacement rate" and different "foaming agent residue" through indoor tests; S3 determines the weights based on the analytic hierarchy process or engineering experience, and calculates a comprehensive performance evaluation index by weighting the working performance index and the mechanical performance index. S4 establishes a performance prediction model with slag replacement rate and foam agent residue as independent variables and comprehensive performance evaluation index as dependent variable; S5 uses a performance prediction model to determine the optimal slag replacement rate and complete material ratio that meet the requirements under a specific residual amount of foaming agent, based on the engineering design requirements for synchronous grouting performance. During shield tunneling, S6 monitors in real time or estimates the amount of foaming agent residue in the discharged excavated soil based on tunneling parameters, and dynamically adjusts the mixing ratio.

2. The method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue as described in claim 1, characterized in that, In S1, physical parameters are measured, including particle size distribution, moisture content, liquid limit, plastic limit, organic matter content, and pH value. The foaming agent injection flow rate and concentration are obtained through the original construction parameter records of the tunnel boring machine, or the residual level of the foaming agent is obtained through indirect analysis of soil and slag samples.

3. The method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue according to claim 2, characterized in that, The residual foaming agent level is obtained by calculating the construction parameters of the tunnel boring machine's foaming system, using the following formula: ； in, This refers to the flow rate of the foam concentrate. Here, t represents the foaming agent concentration, and t represents time. For the volume of slag and soil, This refers to the dry density of the slag.

4. The method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue as described in claim 1, characterized in that, In S2, through systematic indoor tests, the performance indicators of synchronous grouting slurry and the mechanical performance indicators of grouting stone body under different "slag replacement rates" and different "foaming agent residues" were obtained. Wherein, the soil replacement rate R is the wet-based replacement rate, which is defined as: ,in, For the actual use of water-containing slag, The amount of sand used in the baseline mix; The working performance indicators of the synchronous grouting slurry are as follows: fluidity, measured by slump cone method; consistency, measured by consistency meter; bleeding rate and consolidation shrinkage rate; mechanical performance indicators of the grouting aggregate after consolidation: unconfined compressive strength at 7 days and 28 days; the experimental design adopts orthogonal test or response surface method, covering the typical range of slag replacement rate of 0%-100% and foaming agent residue of 0%-30%.

5. The method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue according to claim 1, characterized in that, In S3, the formula for calculating the comprehensive performance evaluation index is as follows: ； in: Standardized indicators of liquidity performance; Standardized indicators of stability performance; Standardized indicators for durability performance; Standardized indicators for strength performance; These are all weights of the corresponding indicators, determined based on the analytic hierarchy process or engineering experience, and satisfying the following conditions: .

6. The method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue as described in claim 5, characterized in that, The calculation formulas for each standardized indicator are as follows: Standardized indicators of liquidity performance: ; in, and These represent the lower and upper limits of the required flowability for the project, respectively, and are set based on industry standards. Stability performance standardization indicators: ; in, and These represent the lower and upper limits of the permissible bleeding rate, respectively, set based on engineering experience; Durability performance standardization indicators: ; in, and The lower and upper limits of the allowable consolidation shrinkage rate were set based on experimental data. Standardized indicators for strength performance: ; in, The target compressive strength is set based on engineering design requirements.

7. The method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue according to claim 1, characterized in that, In S4, based on multiple regression analysis, the performance prediction model is obtained by fitting the experimental data using the least squares method. The mathematical expression is: ； Among them, through a large number of indoor tests, the database stores the performance indicators and the calculated comprehensive performance evaluation index values ​​under different combinations of slag replacement rate and foaming agent residue. The coefficients β0, β1, β2, β3, β4, and β5 are determined by the test data; R is the slag replacement rate; and FIR is the foaming agent residue.

8. The method for utilizing tunnel boring machine excavated soil based on the quantitative control of foaming agent residue according to claim 1, characterized in that, In S5, the specific steps for determining the optimal ratio through inversion are as follows: Based on the determined optimal waste soil replacement rate Calculate the amount of wet slag and soil to be used in accordance with the standard mix ratio. ,in The amount of sand used in the baseline mix; Calculate the mass of dry slag based on the moisture content ω of the slag. and moisture brought in by the construction waste ; Calculate sand usage ; Adjust the external water supply ,in The water consumption in the baseline mix. This is the water volume correction value determined based on the amount of cementitious material adjusted.

9. A shield tunneling waste utilization system based on the quantitative control of foaming agent residue, comprising the shield tunneling waste utilization method based on the quantitative control of foaming agent residue as described in any one of claims 1-8, characterized in that, include: The data acquisition module is used to acquire the basic physical parameters of the tunnel boring machine excavated soil, the foaming agent residue (FIR) amount, and performance index data from different combinations of excavated soil replacement rate and foaming agent residue amount from indoor tests. The model building and storage module is used to build and store performance prediction models and databases with slag replacement rate and foaming agent residue as independent variables and comprehensive performance evaluation index as dependent variables. The mix design inversion calculation module is used to determine the optimal slag and soil replacement rate R by inverting the performance prediction model based on the set comprehensive performance evaluation index target value. And calculate the final material ratio; The dynamic control module is used to acquire foam agent residue data in real time during construction and call the ratio inversion calculation module to dynamically output the adjusted material ratio.

10. A shield tunneling waste utilization system based on the quantitative control of foaming agent residue as described in claim 9, characterized in that, The performance prediction model includes a mathematical formula model based on multiple regression.

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