Underwater film bag concrete construction method and system based on solid waste-based cementing material

Abstract

The invention relates to the technical field of underwater engineering, in particular to an underwater film bag concrete construction method based on a solid waste-based cementing material, which comprises the following steps: inputting water conservancy parameters into an excitant parameter prediction model, and determining corresponding excitant parameters to prepare the solid waste-based cementing material, obtaining a consistency coefficient and a flow behavior index corresponding to the solid waste-based cementing material; obtaining stress relaxation time based on the water depth, the water flow velocity, the consistency coefficient, the flow behavior index and the shear modulus; based on the water depth, the consistency coefficient, the flow behavior index, a preset casting pipe radius, a preset casting pipe length and a preset initial casting rate, basic casting pressure is determined, and based on the stress relaxation time and a preset stress relaxation time threshold value, initial casting pressure is obtained; and based on the initial pouring rate and the initial pouring pressure, the film bag is poured. The strength and stability of the underwater reinforcing structure are enhanced, and meanwhile carbon emission in the raw material mining and production process is reduced.

Description

Technical Field

[0001] This application relates to the field of underwater engineering technology, and in particular to underwater membrane bag concrete construction methods and systems based on solid waste-based cementitious materials. Background Technology

[0002] With the rapid development of water conservancy, ports, waterways, and marine engineering in my country, underwater structures (such as dams, bridge piers, revetments, and submarine pipelines) are constantly subjected to water erosion, wave impact, and sediment erosion, making them highly susceptible to safety problems such as foundation erosion, structural instability, and even collapse. To improve the erosion resistance and overall stability of underwater structures, underwater reinforcement technology has become one of the key means to ensure the safe operation of infrastructure.

[0003] Currently, underwater erosion protection and reinforcement commonly employs methods such as riprap, concrete blocks, geotextile-filled sand bags, or traditional underwater concrete. However, these methods generally suffer from problems such as high material weight, low construction precision, significant environmental disturbance, and poor adhesion to the substrate. In recent years, underwater membrane bag concrete technology has gradually become an important development direction for underwater reinforcement due to its excellent fluidity, self-compacting properties, and adaptability to irregular terrain. This technology involves injecting pumpable concrete slurry into pre-laid flexible membrane bags underwater, relying on the slurry's self-leveling properties to achieve dense filling and form a continuous, highly integral protective layer.

[0004] However, traditional underwater membrane bag concrete largely relies on ordinary silicate cement-based materials, which suffers from high raw material consumption, large carbon emissions, high heat of hydration, and slow early strength development, making it difficult to meet the engineering requirements of green, low-carbon, and sustainable development (refer to the requirements for low-carbon building materials in GB / T 50108-2018 "Technical Specification for Waterproofing of Underground Engineering"). Furthermore, the underwater pouring process is significantly affected by hydraulic conditions such as water depth and flow velocity: water flow disturbance accelerates grout dilution, reducing the effective accumulation height; water pressure places higher demands on pumping pressure and the integrity of membrane bag filling. Existing construction methods often use empirical parameters to set pouring pressure and rate, lacking quantitative analysis of the coupling effect between material rheological properties and the hydrological environment, which easily leads to uneven membrane bag filling, bulging and rupture, or insufficient grouting, affecting the reinforcement effect. Summary of the Invention

[0005] (a) Technical problems to be solved

[0006] In view of the above-mentioned shortcomings and deficiencies of the prior art, this application provides an underwater membrane bag concrete construction method and system based on solid waste-based cementitious materials. It solves the technical problems of traditional underwater membrane bag concrete, which mostly relies on ordinary silicate cement-based materials, resulting in high raw material consumption, large carbon emissions, high heat of hydration, and slow early strength development. It also addresses the technical problems of existing construction methods, which usually use empirical parameters to set the pouring pressure and rate, lack quantitative analysis of the coupling effect between material rheological properties and hydrological environment, which easily leads to uneven filling of membrane bags, bulging and rupture, or insufficient grouting, affecting the reinforcement effect.

[0007] (II) Technical Solution

[0008] To achieve the above objectives, the main technical solutions adopted in this application include:

[0009] In a first aspect, embodiments of this application provide a method for constructing underwater membrane bag concrete based on solid waste-based cementitious materials, including:

[0010] The hydraulic parameters of the area to be reinforced are input into a pre-set activator parameter prediction model to determine the corresponding activator parameters; the hydraulic parameters include water depth and water flow velocity.

[0011] Based on the activator parameters, a solid waste-based cementitious material was prepared, and the consistency coefficient and flow behavior index of the prepared solid waste-based cementitious material were obtained.

[0012] Based on the water depth, water flow velocity, consistency coefficient, and flow behavior index, as well as a pre-set power-law behavior algorithm, the viscosity coefficient is obtained, and based on the viscosity coefficient and a pre-set shear modulus, the stress relaxation time is obtained.

[0013] Based on water depth, consistency coefficient, and flow behavior index, as well as pre-set pouring pipe radius, pouring pipe length, and initial pouring rate, the foundation pouring pressure is determined. Based on stress relaxation time and a pre-set stress relaxation time threshold, the foundation pouring pressure is optimized to obtain the initial pouring pressure.

[0014] Based on the initial pouring rate and initial pouring pressure, the solid waste-based cementitious material is poured into the membrane bag pre-deployed in the area to be reinforced to complete the pouring of the membrane bag.

[0015] Optionally, in one specific embodiment, the activator parameters include activator type and activator dosage;

[0016] Based on the aforementioned activator parameters, a solid waste-based cementitious material is prepared, comprising:

[0017] The slag is subjected to magnetic separation based on a magnetic field strength of 10,000~12,000 Gs to ensure that the iron content in the slag is ≤0.5%. Then, the slag is crushed to retain particles of 5~10 mm.

[0018] The fly ash is graded based on a wind speed of 15~20m / s, and after removing coarse particles with a particle size >45μm, the fly ash is dried.

[0019] The alkali residue is subjected to digestion and crushing treatment;

[0020] After mixing slag, fly ash, and alkali slag in a mass ratio of 6:2:2, the mixture is ground to obtain a specific surface area of ​​400-500 m². 2 / kg of solid waste materials;

[0021] The solid waste material and recycled aggregate are mixed at a ratio of 1:5, and an activator is added based on the type and dosage of the activator. The mixture is then stirred and prepared to obtain a solid waste-based cementitious material.

[0022] Optionally, in a specific embodiment, the viscosity coefficient is obtained based on the water depth, water flow velocity, consistency coefficient, and flow behavior index, as well as a pre-set power-law behavior algorithm, including:

[0023] Based on the water depth and the water flow velocity, the shear rate of the area to be reinforced is determined; wherein the shear rate is the product of the ratio of the water flow velocity to the water depth and a pre-set shear rate correction coefficient.

[0024] The viscosity coefficient is obtained based on the shear rate, consistency coefficient, and flow behavior index, as well as a pre-set power-law behavior algorithm; wherein the power-law behavior algorithm is:

[0025] ;

[0026] in, γ is the viscosity coefficient, K is the consistency coefficient, γ is the shear rate, and n is the flow behavior index.

[0027] Optionally, in one specific embodiment, obtaining the stress relaxation time based on the viscosity coefficient and a preset shear modulus includes:

[0028] Based on the viscosity coefficient and the preset shear modulus, the stress relaxation time is obtained, wherein the stress relaxation time is the ratio of the viscosity coefficient to the shear modulus.

[0029] The shear modulus was obtained based on the prepared solid waste-based cementitious material.

[0030] Optionally, in one specific embodiment, the foundation pouring pressure is determined based on water depth, consistency coefficient, and flow behavior index, as well as pre-set pouring pipe radius, pouring pipe length, and initial pouring rate, including:

[0031] Based on the water depth, the hydrostatic pressure corresponding to the area to be reinforced is obtained; wherein, the hydrostatic pressure is the product of the hydrostatic density, gravitational acceleration and water depth of the area to be reinforced;

[0032] The material flow resistance is obtained based on the consistency coefficient and flow behavior index, as well as the pre-set casting pipe radius, casting pipe length and initial casting rate;

[0033] The foundation pouring pressure is obtained based on hydrostatic pressure, material flow resistance, and pre-set membrane bag constraint resistance and safety factor; wherein the foundation pouring pressure is the product of hydrostatic pressure, material flow resistance and membrane bag constraint resistance, and safety factor.

[0034] Optionally, in one specific embodiment, the material flow resistance is obtained based on the consistency coefficient and flow behavior index, as well as pre-set casting pipe radius, casting pipe length, and initial casting rate, including:

[0035] The material flow resistance is obtained based on the consistency coefficient and flow behavior index, the radius of the casting pipe, the length of the casting pipe, and the initial casting rate, as well as a pre-set material flow resistance prediction algorithm; the material flow resistance prediction algorithm is as follows:

[0036] ;

[0037] Where K is the consistency coefficient, n is the flow behavior index, R is the radius of the casting pipe, L is the length of the casting pipe, and Q is the initial casting rate.

[0038] Optionally, in one specific embodiment, the membrane bag constraint resistance is determined based on the following steps:

[0039] Obtain the membrane bag parameters of the membrane bag pre-deployed in the area to be reinforced; the membrane bag parameters include the membrane bag elastic modulus, membrane bag deformation limit, membrane bag thickness, and membrane bag equivalent constraint width;

[0040] Based on the elastic modulus and deformation constraints of the membrane bag, the maximum allowable elastic stress of the membrane bag is determined, where the maximum allowable elastic stress of the membrane bag is the product of the elastic modulus and deformation constraints of the membrane bag.

[0041] The membrane bag constraint resistance is obtained based on the maximum allowable elastic stress, membrane bag thickness, and equivalent constraint width of the membrane bag, as well as a pre-set empirical coefficient for constraint resistance. The membrane bag constraint resistance is the product of the maximum allowable elastic stress and the membrane bag thickness, the ratio of the membrane bag equivalent constraint width, and the product of the empirical coefficient for constraint resistance.

[0042] Optionally, in one specific embodiment, the foundation pouring pressure is optimized based on the stress relaxation time and a preset stress relaxation time threshold to obtain the initial pouring pressure, including:

[0043] When the stress relaxation time is determined to be less than a preset stress relaxation time threshold, the pouring pressure adjustment coefficient is obtained based on the stress relaxation time and the preset stress relaxation time threshold, as well as a preset formula (Formula 1); the formula (Formula 1) is:

[0044] ;

[0045] Where, k p This is the adjustment coefficient for pouring pressure. The stress relaxation time threshold. This refers to the stress relaxation time.

[0046] Based on the pouring pressure adjustment coefficient, the foundation pouring pressure is optimized to obtain the initial pouring pressure, which is the product of the pouring pressure adjustment coefficient and the foundation pouring pressure.

[0047] Optionally, in one specific embodiment, based on the initial pouring rate and initial pouring pressure, the solid waste-based cementitious material is poured into the membrane bag pre-deployed in the area to be reinforced to complete the pouring of the membrane bag, including:

[0048] Based on the pre-set initial pouring rate and initial pouring pressure, the solid waste-based cementitious material is poured into the membrane bag pre-deployed in the area to be reinforced;

[0049] During the pouring process, the corresponding membrane bag parameters are monitored in real time, and the pouring parameters are adjusted in real time based on the membrane bag parameters to complete the pouring of the membrane bag; the pouring parameters include real-time pouring rate and real-time pouring pressure.

[0050] After the pouring is completed, the compressive strength of the membrane bag surface is determined by collecting the rebound value of the membrane bag surface based on the underwater rebound device and the pre-set strength correction algorithm. Based on the compressive strength, it is determined whether to perform grouting operation through the pre-set filling holes on the membrane bag surface.

[0051] Secondly, embodiments of this application provide an underwater membrane bag concrete construction system based on solid waste-based cementitious materials, including a memory, a processor, and a computer program stored in the memory. The processor executes the computer program to implement the above-mentioned underwater membrane bag concrete construction method based on solid waste-based cementitious materials.

[0052] (III) Beneficial Effects

[0053] The underwater membrane bag concrete construction method based on solid waste-based cementitious materials disclosed in this application has two main advantages. First, by using solid waste materials to prepare the cementitious materials, the consumption of ordinary silicate cement is significantly reduced, effectively reducing carbon emissions during raw material mining and production. Simultaneously, the heat of hydration of the materials is reduced, mitigating the risk of cracks caused by temperature differences during underwater pouring. Second, by using an activator parameter prediction model to achieve precise matching between activator parameters and hydraulic parameters such as water depth and flow velocity, and combining this with a power-law behavior algorithm to derive the viscosity coefficient and stress relaxation time, the quantitative optimization of the foundation pouring pressure is ultimately achieved. This ensures the uniformity and integrity of the membrane bag filling, reduces the probability of construction defects such as membrane bag bulging and rupture, and insufficient grouting. While improving construction efficiency and reducing material consumption and construction costs, this method significantly enhances the strength and stability of the underwater reinforced structure. Attached Figure Description

[0054] Figure 1 A flowchart illustrating the underwater membrane bag concrete construction method based on solid waste-based cementitious materials provided in this application embodiment;

[0055] Figure 2 This is a flowchart illustrating the preparation process of solid waste-based cementitious materials provided in the embodiments of this application.

[0056] Figure 3 This is a schematic diagram of the stress relaxation time determination process provided in the embodiments of this application;

[0057] Figure 4 This is a schematic diagram illustrating the process of determining the foundation pouring pressure in an embodiment of this application.

[0058] Figure 5 This is a schematic diagram of the initial pouring pressure determination process provided in an embodiment of this application. Detailed Implementation

[0059] To better explain and facilitate understanding of this application, the following detailed description of the application is provided in conjunction with the accompanying drawings and specific embodiments.

[0060] With the rapid development of underwater engineering in my country's water conservancy and ports, underwater structures such as dikes and revetments are constantly subjected to scouring and wave impacts, making them prone to safety issues such as foundation erosion and structural instability. Underwater reinforcement technology has become crucial for ensuring the safe operation of infrastructure. Currently, underwater scour protection and reinforcement mainly employ methods such as riprap and traditional underwater concrete, which generally suffer from drawbacks such as heavy material weight, low construction precision, and significant environmental disturbance. Underwater membrane bag concrete technology has become an important development direction due to its advantages of good fluidity, self-compacting properties, and adaptability to irregular terrain. However, traditional technologies rely on ordinary silicate cement-based materials, resulting in high raw material consumption and large carbon emissions. Furthermore, underwater pouring is significantly affected by hydraulic conditions, and current construction methods rely on empirical parameters, which can easily lead to defects such as uneven filling of the membrane bags, affecting the reinforcement effect.

[0061] This application proposes an underwater membrane bag concrete construction method based on solid waste-based cementitious materials. By preparing the cementitious material from solid waste, the consumption of ordinary silicate cement and carbon emissions are significantly reduced, and the heat of hydration is lowered to mitigate the risk of temperature difference cracks, aligning with the needs of green and low-carbon development. Simultaneously, an activator parameter prediction model is used to achieve precise matching between parameters and hydraulic conditions. A power-law behavior algorithm is combined to derive key parameters and optimize pouring pressure, constructing a closed-loop control system. This eliminates reliance on experience, ensures uniform and complete filling of the membrane bag, reduces the probability of construction defects, and significantly enhances the strength and stability of the underwater reinforced structure while improving construction efficiency and reducing costs.

[0062] To better understand the above technical solutions, exemplary embodiments of this application will be described in more detail below with reference to the accompanying drawings. Although exemplary embodiments of this application are shown in the drawings, it should be understood that this application can be implemented in various forms and should not be limited to the embodiments set forth herein. Rather, these embodiments are provided so that this application can be understood more clearly and thoroughly, and that the scope of this application can be fully conveyed to those skilled in the art.

[0063] This application provides a method for constructing underwater membrane bag concrete based on solid waste-based cementitious materials, such as... Figure 1 As shown, it includes:

[0064] S1. Input the hydraulic parameters of the area to be reinforced into the pre-set activator parameter prediction model to determine the corresponding activator parameters; the hydraulic parameters include water depth and water flow velocity.

[0065] S2. Based on the activator parameters, prepare solid waste-based cementitious materials and obtain the consistency coefficient and flow behavior index of the prepared solid waste-based cementitious materials.

[0066] S3. Based on water depth, water flow velocity, consistency coefficient, and flow behavior index, as well as a pre-set power-law behavior algorithm, the viscosity coefficient is obtained, and based on the viscosity coefficient and a pre-set shear modulus, the stress relaxation time is obtained.

[0067] S4. Based on water depth, consistency coefficient, and flow behavior index, as well as the pre-set pouring pipe radius, pouring pipe length, and initial pouring rate, determine the foundation pouring pressure, and optimize the foundation pouring pressure based on stress relaxation time and a pre-set stress relaxation time threshold to obtain the initial pouring pressure.

[0068] S5. Based on the initial pouring rate and initial pouring pressure, pour solid waste-based cementitious material into the membrane bag pre-deployed in the area to be reinforced to complete the pouring of the membrane bag.

[0069] This application proposes an underwater membrane bag concrete construction method based on solid waste-based cementitious materials. By preparing the cementitious material from solid waste, the consumption of ordinary silicate cement and carbon emissions are significantly reduced, and the heat of hydration is lowered to mitigate the risk of temperature difference cracks, aligning with the needs of green and low-carbon development. Simultaneously, an activator parameter prediction model is used to achieve precise matching between parameters and hydraulic conditions. A power-law behavior algorithm is combined to derive key parameters and optimize pouring pressure, constructing a closed-loop control system. This eliminates reliance on experience, ensures uniform and complete filling of the membrane bag, reduces the probability of construction defects, and significantly enhances the strength and stability of the underwater reinforced structure while improving construction efficiency and reducing costs.

[0070] Optionally, in a specific embodiment, an underwater multi-parameter monitoring system is used to collect core hydraulic parameters at different monitoring points (arranged in a 5m×5m grid) in the area to be reinforced: water depth, measured by a pressure-type depth gauge with an accuracy of ±0.01m, and averaging 10 sets of data continuously; water flow velocity, measured by an acoustic Doppler current meter (ADCP) with a measurement range of 0.01-3m / s and an accuracy of ±1%, collecting flow velocity data at different depths (surface, middle layer, and bottom layer) and taking a weighted average; auxiliary parameters, simultaneously collecting water temperature (accuracy ±0.1℃) and pH value (accuracy ±0.05) to provide environmental correction basis for model prediction.

[0071] Data preprocessing: Outlier removal: The 3σ criterion is used to remove outliers that deviate from the mean by more than three standard deviations to avoid extreme values ​​affecting model accuracy; Data standardization: Each parameter is standardized according to the formula x=(xx min ) / (x max -x min Normalization was performed to eliminate dimensional differences and ensure the consistency of model input; data integration was performed to combine the preprocessed water depth, flow velocity, water temperature, and pH value into a unified hydraulic parameter dataset, in the format of [water depth (m), flow velocity (m / s), water temperature (°C), pH value].

[0072] A BP neural network model was adopted, with 4 input nodes (corresponding to 4 hydraulic parameters), 2 hidden layers (with 12 and 8 nodes respectively), and 2 output layer nodes (corresponding to activator type encoding and activator dosage).

[0073] Training dataset construction: Laboratory test data: For different combinations of hydraulic parameters (water depth 0.5-10m, flow velocity 0-1.5m / s), solid waste-based cementitious materials with different activator parameters were prepared, and their underwater anti-dispersion properties, 7-day compressive strength, and other properties were tested. The optimal activator parameters (type and dosage) corresponding to each set of hydraulic parameters were screened to form 500 sets of basic test data. Historical engineering data: Hydraulic parameters, activator parameters, and construction effect data of 100 similar underwater reinforcement projects were collected and added to the training dataset to improve the engineering adaptability of the model.

[0074] Model training and validation: The dataset was divided into training and validation sets in a 7:3 ratio. The gradient descent method was used to optimize the model weights. The training objective was to make the mean square error (MSE) between the predicted and actual values ​​less than 0.01. After training, the model accuracy was tested using the validation set to ensure that the prediction error of activator dosage was ≤5% and the prediction accuracy of activator type was ≥95%, meeting the requirements of engineering applications.

[0075] Model-based determination of activator parameters: Input the pre-processed hydraulic parameter dataset into the trained activator parameter prediction model, for example, input [3,0.5,15,7.2] (corresponding to water depth of 3m, flow velocity of 0.5m / s, water temperature of 15℃, and pH value of 7.2).

[0076] The model calculates the output results through nonlinear mapping of the hidden layer: activator type code, output "1" (in the preset coding rules, 1 represents sodium hydroxide, 2 represents water glass, 3 represents composite activator, etc.); activator dosage, output "2.5" (2.5%, the proportion of solid waste by weight).

[0077] The model output clearly defines the activator parameters, with the activator type being sodium hydroxide and a dosage of 2.5%. Combined with laboratory test data, it is verified that the solid waste-based cementitious material under these parameters meets the design requirements in the corresponding hydraulic environment in terms of underwater anti-dispersion (cement loss rate ≤3%) and 7-day compressive strength (≥23MPa), confirming that the parameters are reasonable.

[0078] First, in this embodiment, the hydraulic parameters are collected using a multi-device, multi-point, and multi-dimensional approach, combined with the 3σ criterion to eliminate outliers and standardization processing, ensuring the accuracy and consistency of the input data and laying a reliable foundation for model prediction. Second, the BP neural network model is trained based on rich laboratory experimental data and historical engineering data. Through a 7:3 dataset partitioning and rigorous accuracy verification (dosage prediction error ≤5%, type prediction accuracy ≥95%), the scientific nature and engineering adaptability of the prediction results are guaranteed, completely overcoming the limitations of traditional empirical parameters. Finally, the output activator parameters (type, dosage) are precisely adapted to the current underwater hydraulic environment. Laboratory verification shows that the core properties of the solid waste-based cementitious material, such as underwater anti-dispersion (cement loss rate ≤3%) and 7-day compressive strength (≥23MPa), meet the design requirements. This provides key support for the subsequent preparation of high-performance solid waste-based cementitious materials and ensures the quality of underwater membrane bag casting, while improving construction efficiency and reducing material loss and engineering costs.

[0079] Optionally, in one specific embodiment, the activator parameters include activator type and activator dosage;

[0080] Based on activator parameters, solid waste-based cementitious materials are prepared, such as... Figure 2 As shown, it includes:

[0081] S21. The slag is subjected to magnetic separation based on a magnetic field strength of 10000~12000Gs to ensure that the iron content in the slag is ≤0.5%. Then, the slag is crushed to retain particles of 5~10mm.

[0082] S22. Based on a wind speed of 15~20m / s, the fly ash is classified and treated to remove coarse particles with a particle size >45μm. Then, the fly ash is dried.

[0083] S23. The alkaline residue is digested and crushed.

[0084] S24. After mixing slag, fly ash, and alkali slag in a mass ratio of 6:2:2, the mixed raw materials are ground to obtain a specific surface area of ​​400~500 m². 2 / kg of solid waste materials;

[0085] S25. Mix solid waste materials and recycled aggregates at a ratio of 1:5, and add activator based on the type and dosage of activator, mix and stir to obtain solid waste-based cementitious material.

[0086] Specifically, the slag pretreatment uses a high-gradient magnetic separation device with a magnetic field strength of 10,000~12,000 Gs to magnetically separate the slag raw material. Ferromagnetic impurities in the slag are removed by magnetic adsorption. After magnetic separation, samples are taken for testing to ensure that the iron content in the slag is ≤0.5%. Subsequently, the magnetically separated slag is sent to a jaw crusher for crushing. After crushing, it is screened by a 5~10 mm aperture screening device to retain slag particles with a particle size in the range of 5~10 mm, remove impurities that are too fine or too coarse, and ensure that the slag particle size distribution is uniform.

[0087] For fly ash pretreatment, an air classifier is used, with the air velocity adjusted to 15~20m / s. The fly ash is classified using the principle of airflow separation, so that coarse particles with a particle size >45μm are separated and removed by gravity settling, and fine fly ash particles that meet the requirements are collected. The classified fly ash is then sent to a drying kiln and dried at a temperature of 105~110℃ for 2~3 hours to remove free moisture from the fly ash. After drying, the moisture content is tested to be ≤1% to avoid moisture affecting the accuracy of subsequent material proportioning.

[0088] For the pretreatment of alkali residue, the alkali residue raw material is sent to a digestion tank, and an appropriate amount of clean water is added for digestion. The liquid-solid ratio is controlled at 3:1, and the digestion time is 24 hours. During this period, the residue is stirred once every 6 hours to ensure that the alkaline oxides in the alkali residue react fully. After digestion, the alkali residue is sent to a ball mill for pulverization. After pulverization, it is passed through a 200-mesh sieve to ensure that all alkali residue particles pass through the sieve, thereby improving the activity and reaction efficiency of the alkali residue.

[0089] According to the mass ratio of slag:fly ash:alkali slag = 6:2:2, the three pretreated solid waste materials were fed into a forced mixer and dry-mixed for 30 seconds to initially achieve uniform mixing. Then, the mixture was fed into a vertical ball mill for grinding, with a grinding time set to 4-6 hours. The specific surface area of ​​the material was monitored in real time during the grinding process until the measured value reached 400-500 m². 2 / kg, after stopping grinding, discharge the material to obtain a mixed solid waste material that meets the requirements, seal and store for later use to avoid moisture absorption and deterioration.

[0090] For raw material measurement, according to the mass ratio of solid waste materials to recycled aggregates of 1:5, weigh out the mixed solid waste materials and recycled aggregates (the particle size of the recycled aggregates is controlled at 10~20mm, and the mud content is ≤1%). At the same time, according to the type (such as sodium hydroxide, water glass, etc.) and dosage (such as 2.5% of the solid waste material mass percentage) determined by the activator parameters, accurately weigh out the corresponding mass of activator. In addition, weigh out clean water according to a water-cement ratio of 0.45 and set aside.

[0091] For mixing, first put the weighed mixed solid waste material and recycled aggregate into a twin-shaft mixer and dry mix for 60 seconds to ensure that the aggregate and solid waste material are evenly mixed; then add the weighed activator and continue mixing for 30 seconds to ensure that the activator is in full contact with the solid raw materials; finally, add water at a uniform rate and wet mix for 90-120 seconds. During the mixing process, observe the state of the material to ensure that the mixed cementitious material is free of lumps and segregation and is in a uniform flow state.

[0092] For performance testing, after mixing, randomly sample and test the initial slump (required to be 180~220mm) and underwater anti-dispersion properties (cement loss rate ≤5%) of the solid waste-based cementitious material. If the test results meet the design requirements, it can be used for subsequent underwater membrane bag casting; if not, finely adjust the activator dosage or water-cement ratio, and remix and test until qualified.

[0093] This embodiment employs a step-by-step, refined pretreatment of solid waste raw materials, scientific proportioning and mixing, and rigorous performance testing. On one hand, slag, fly ash, and alkali slag undergo precise parameter control through magnetic separation, graded drying, and digestion and pulverization, effectively removing impurities, optimizing particle size distribution, and enhancing raw material activity, laying the foundation for the preparation of high-performance cementitious materials. On the other hand, solid waste raw materials are mixed at a fixed mass ratio, and the grinding specific surface area is precisely controlled. Combined with a reasonable ratio of solid waste materials and recycled aggregates and a staged mixing process, the uniformity of material mixing is ensured. Precise matching of activator parameters significantly improves the fluidity and stability of the cementitious materials. Simultaneously, rigorous performance testing after mixing strictly controls material quality, ensuring that core properties such as initial slump and underwater anti-dispersion meet design requirements. This achieves efficient resource utilization of solid waste, reduces dependence on traditional cement raw materials, aligns with green and low-carbon development needs, provides reliable material assurance for the subsequent underwater membrane bag casting construction quality and reinforcement effect, and further enhances material adaptability through a performance fine-tuning mechanism, reducing construction risks and material losses.

[0094] Furthermore, the consistency coefficient and flow behavior index are core parameters characterizing the rheological properties of cementitious materials. They are obtained by using a rotational rheometer combined with a power-law model fitting, as follows:

[0095] Three samples, each weighing approximately 500g, were randomly taken from the prepared solid waste-based cementitious material. After being stirred evenly, the samples were placed into the sample cell of the rheometer to ensure that the samples were free of air bubbles and lumps and that they were in close contact with the test probe, simulating the material state during underwater construction.

[0096] A cone-plate rotational rheometer was selected, with the cone angle set to 1° and the cone diameter to 40mm. The test temperature was controlled to be the actual underwater water temperature (e.g., 15℃). The shear rate range was set to 0.1~100s. -1 It covers the shear state of the entire process of material static placement, pumping, and filling, and adopts stepped loading, with each shear rate maintained for 30 seconds to ensure data stability.

[0097] The rheometer records the shear stress at different shear rates in real time. Using the equipment's built-in data analysis software, the shear stress-shear rate data is substituted into the power-law equation. Perform nonlinear fitting. To calculate the shear stress, the consistency coefficient K and flow behavior index n are obtained, and the average value of three samples is taken as the final result (e.g., K = 500 Pa·s). 0.65 (n=0.65), to ensure parameter accuracy.

[0098] Shear modulus reflects the elastic properties of gel materials and is measured by a dynamic shear rheometer or compression test. In this application, compression test combined with elasticity formulas is used for calculation.

[0099] The prepared solid waste-based cementitious material was placed into a standard cubic mold (100mm×100mm×100mm), vibrated to compact it, and then placed in an underwater curing chamber for 7 days to simulate an underwater solidification environment. After curing, the sample was demolded to ensure that the surface of the sample was flat and free of cracks.

[0100] The cured specimen was placed in a universal testing machine and loaded with displacement control at a rate of 0.5 mm / min. The load-displacement curve was recorded in real time. When the load reached 30% of the specimen's ultimate compressive strength (elastic stage), the loading was stopped, and the stress-strain data for that stage were obtained.

[0101] The shear modulus is calculated using the formula G=E / 2(1+μ) from elasticity mechanics, where E is the elastic modulus, derived from the slope of the stress-strain curve in the elastic stage, and μ is Poisson's ratio. The Poisson's ratio for solid waste-based cementitious materials ranges from 0.2 to 3; this application uses 0.25. Substituting the data, the shear modulus is calculated (e.g., G=2×10). 6 (pa), and take the average value of the three samples as the final result.

[0102] The requirements are as follows: each set of parameter tests shall use 3 parallel samples, the relative error of the test results shall be ≤10% to ensure data reliability, the test equipment shall be calibrated regularly, the calibration cycle shall not exceed 6 months to ensure test accuracy, and the test environment (temperature, humidity) shall be consistent with the underwater construction environment to avoid parameter deviation caused by environmental differences.

[0103] The method for determining stress relaxation time is as follows: Figure 3 As shown, optionally, in a specific embodiment, the viscosity coefficient is obtained based on water depth, water flow velocity, consistency coefficient, and flow behavior index, as well as a pre-set power-law behavior algorithm, including:

[0104] S31. Based on water depth and water flow velocity, determine the shear rate of the area to be reinforced; where the shear rate is the product of the ratio of water flow velocity to water depth and a pre-set shear rate correction coefficient.

[0105] S32. Based on the shear rate, consistency coefficient, and flow behavior index, and a pre-set power-law behavior algorithm, the viscosity coefficient is obtained; where the power-law behavior algorithm is:

[0106] ;

[0107] in, γ is the viscosity coefficient, K is the consistency coefficient, γ is the shear rate, and n is the flow behavior index.

[0108] Specifically, the pre-processed hydraulic parameters are called to determine the water depth (h) and water flow velocity (v) of the area to be reinforced. For example, the water depth h = 3m and the water flow velocity v = 0.5m / s. At the same time, based on the engineering experience of underwater membrane bag casting, the shear rate correction coefficient (k) is determined. This coefficient is set based on factors such as membrane bag material and casting conditions, and the value range is 50~70. In this embodiment, k = 60 is taken.

[0109] According to the shear rate calculation formula γ=k·(v / h), substituting the above parameters into the calculation, we get γ=60×(0.5 / 3)=10s. -1 The shear rate of the cementitious material in the area to be reinforced during actual construction was found to be 10 s. -1 This value accurately matches the actual working conditions of underwater water flow disturbance and material flow.

[0110] The collected parameters include the consistency coefficient at 500 Pa·s. 0.65 The flow behavior index n = 0.65, and the calculated shear rate γ = 10 s⁻¹ -1 .

[0111] Substitute into the power-law behavior algorithm ,in, Let be the viscosity coefficient, K be the consistency coefficient, γ be the shear rate, and n be the flow behavior index. The viscosity coefficient is obtained as 233 Pa·s.

[0112] The calculated viscosity coefficient was compared with the empirical range (200~250 Pa·s) of the viscosity coefficient of similar solid waste-based cementitious materials. The result of 223 Pa·s in this calculation is within a reasonable range, which verifies the accuracy of the calculation process and ensures that the viscosity coefficient can truly reflect the flow resistance characteristics of the material in the underwater environment.

[0113] This embodiment calculates the shear rate based on water depth, water flow velocity, and a correction coefficient, accurately matching the actual working conditions of underwater water flow disturbance and material flow, avoiding the limitations of traditional calculations that are detached from the construction environment. Furthermore, following the power-law behavior algorithm, it combines the measured consistency coefficient and flow behavior index with the calculated shear rate, achieving accurate quantitative derivation of the viscosity coefficient. The calculation logic is rigorous, and the results are reliable. Thirdly, by comparing the calculation results with the empirical range of similar materials, it ensures that the viscosity coefficient truly reflects the flow resistance characteristics of the material in the underwater environment. This provides accurate parameter support for subsequent stress relaxation time calculation and casting pressure optimization, effectively improving the adaptability of construction parameters to the underwater environment and material properties, ensuring the uniformity and stability of underwater membrane bag casting, and reducing construction risks and material losses caused by parameter deviations.

[0114] Optionally, in one specific embodiment, the stress relaxation time is obtained based on the viscosity coefficient and a pre-set shear modulus, including:

[0115] S33. Based on the viscosity coefficient and the preset shear modulus, obtain the stress relaxation time, where the stress relaxation time is the ratio of the viscosity coefficient to the shear modulus.

[0116] The shear modulus was obtained based on the prepared solid waste-based cementitious material.

[0117] Specifically, the shear modulus of the prepared solid waste-based cementitious material is determined in advance through a compression test (e.g., G=2×10). 6 The parameter pa reflects the elastic deformation characteristics of the material and provides a reliable elastic parameter basis for calculating stress relaxation time.

[0118] Retrieve the calculated viscosity coefficient of the solid waste-based cementitious material and the pre-determined shear modulus, ensuring that both parameters are measured values ​​from the same batch of material to guarantee the consistency of the calculation.

[0119] According to the formula for calculating stress relaxation time (This formula is derived based on the Kelvin-Voigt viscoelastic model and is suitable for quantifying the stress attenuation characteristics of viscoelastic materials. Substituting the parameters into the calculation, the stress relaxation time is found to be 1.115 × 10⁻⁶.) -4 s).

[0120] The calculated stress relaxation time was compared with the engineering experience threshold for underwater membrane bag casting (stress relaxation time threshold). =1×10 -3 s) In comparison, in this embodiment, This indicates that the material is a rapid stress relaxation type. During underwater casting, the instantaneous stress generated by the material flow can be attenuated in a very short time, which will not cause the membrane bag to bear high stress for a long time. This provides a clear characteristic basis for optimizing the subsequent casting pressure.

[0121] In this embodiment, the shear modulus is obtained from actual measurements of the same batch of solid waste-based cementitious materials. Combined with the previously accurately calculated viscosity coefficient, the consistency and reliability of the stress relaxation time calculation parameters are ensured. Furthermore, the mature Kelvin-Voigt viscoelastic model derivation formula ensures the rigor of the calculation logic and the sufficiency of theoretical support. By comparing the calculation results with engineering experience thresholds, the stress relaxation characteristics of the material (such as the rapid stress relaxation type in this embodiment) can be clearly determined, and the attenuation law of the instantaneous stress of the material can be clarified. This provides a clear and crucial characteristic basis for the precise optimization of subsequent casting pressure, effectively avoiding the risk of long-term pressure damage to the membrane bag due to unknown stress attenuation characteristics. At the same time, it lays the foundation for the scientific control of construction parameters, further improving the safety and quality stability of underwater membrane bag casting.

[0122] Optionally, in one specific embodiment, the foundation pouring pressure is determined based on water depth, consistency coefficient, and flow behavior index, as well as pre-set pouring pipe radius, pouring pipe length, and initial pouring rate, such as... Figure 4 As shown, it includes:

[0123] S41. Based on the water depth, obtain the hydrostatic pressure corresponding to the area to be reinforced; whereby the hydrostatic pressure is the product of the hydrostatic density, gravitational acceleration, and water depth of the area to be reinforced.

[0124] S42. Based on the consistency coefficient and flow behavior index, as well as the pre-set casting pipe radius, casting pipe length and initial casting rate, the material flow resistance is obtained;

[0125] S43. Based on hydrostatic pressure and material flow resistance, as well as the pre-set membrane bag constraint resistance and safety factor, obtain the foundation pouring pressure; wherein, the foundation pouring pressure is the sum of hydrostatic pressure, material flow resistance and membrane bag constraint resistance, multiplied by the safety factor.

[0126] Furthermore, based on the consistency coefficient and flow behavior index, as well as the pre-set casting pipe radius, casting pipe length, and initial casting rate, the material flow resistance is obtained, including:

[0127] The material flow resistance is obtained based on the consistency coefficient, flow behavior index, casting pipe radius, casting pipe length, initial casting rate, and a pre-set material flow resistance prediction algorithm. The material flow resistance prediction algorithm is as follows:

[0128] ;

[0129] Where K is the consistency coefficient, n is the flow behavior index, R is the radius of the casting pipe, L is the length of the casting pipe, and Q is the initial casting rate.

[0130] Furthermore, the membrane bag constraint resistance is determined based on the following steps:

[0131] Obtain the membrane bag parameters of the membrane bags pre-deployed in the area to be reinforced; the membrane bag parameters include the membrane bag elastic modulus, membrane bag deformation limit, membrane bag thickness, and membrane bag equivalent constraint width;

[0132] Based on the elastic modulus and deformation constraints of the membrane bag, the maximum allowable elastic stress of the membrane bag is determined, where the maximum allowable elastic stress of the membrane bag is the product of the elastic modulus and deformation constraints of the membrane bag.

[0133] The membrane bag constraint resistance is obtained based on the maximum allowable elastic stress, membrane bag thickness, and equivalent constraint width of the membrane bag, as well as a pre-set empirical coefficient for constraint resistance. The membrane bag constraint resistance is the product of the maximum allowable elastic stress and the membrane bag thickness, the ratio of the membrane bag equivalent constraint width, and the product of the empirical coefficient for constraint resistance.

[0134] Specifically, the water depth parameter h=3m for the area to be reinforced was obtained, and the still water density ρ=1000kg / m³, commonly used in underwater engineering, was adopted. 3 Neutral acceleration g = 9.8 m / s² 2 Ensure that the parameters conform to the values ​​specified in the engineering mechanics standards.

[0135] According to the hydrostatic pressure calculation formula P1=ρgh, substituting the parameters, we get P1=29.4kPa. This value reflects the pressure requirements of the underwater environment for the foundation pouring construction, and provides an environmental load basis for subsequent foundation pouring pressure calculation.

[0136] Collect the consistency coefficient K, flow behavior index n, and pre-set construction parameters (pouring pipe radius R, pouring pipe length L, initial pouring rate Q), and substitute these parameters into a pre-set material flow resistance prediction algorithm. ;

[0137] Where K is the consistency coefficient, n is the flow behavior index, R is the radius of the casting pipe, L is the length of the casting pipe, and Q is the initial casting rate, P2 is calculated to be 95 kPa.

[0138] The parameters of the pre-deployed membrane bag are retrieved: membrane bag elastic modulus 5×105Pa, membrane bag deformation limit 5%, membrane bag thickness 0.005m, and membrane bag equivalent constraint width 0.5m.

[0139] The calculated value of P3 is: P3 = [(membrane bag elastic modulus × membrane bag deformation limit × membrane bag thickness) / membrane bag equivalent constraint width] × correction coefficient, where the correction coefficient is obtained empirically and is taken as 6 in this embodiment. The calculated value of P3 is 15 kPa.

[0140] Determine the safety factor K s Given a value of 1.2, sum up the pressure of each component and calculate P. 基础 =(P1+P2+P3)×K s The calculated foundation pouring pressure was 167.3 kPa, which provides an initial benchmark for subsequent pouring pressure optimization. This value can then be converted into the corresponding pump pressure for practical application.

[0141] This embodiment systematically couples underwater environmental loads (hydrostatic pressure), material flow characteristics (consistency coefficient, flow behavior index), construction equipment parameters (casting pipe radius, length), and membrane bag constraint characteristics. Relying on precise mechanical formulas and prediction algorithms, it achieves refined calculation of foundation casting pressure, completely eliminating the limitations of traditional empirical values. The calculation of membrane bag constraint resistance combines membrane bag material characteristics with engineering experience correction coefficients, ensuring both the safe deformation threshold of the membrane bag and conforming to the actual working conditions of underwater flexible constraints. Furthermore, the introduction of a safety factor further enhances the redundancy and safety of construction. The calculated foundation casting pressure provides a precise and reliable initial benchmark for subsequent pressure optimization and can be directly converted into actual pump pressure parameters, effectively balancing the contradiction between "filling efficiency" and "construction safety." It avoids problems such as insufficient grouting due to insufficient pressure or membrane bag damage caused by excessive pressure, providing core technical support for precise control of underwater membrane bag casting construction.

[0142] Optionally, in one specific embodiment, the foundation pouring pressure is optimized based on the stress relaxation time and a preset stress relaxation time threshold to obtain the initial pouring pressure, such as... Figure 5 As shown, it includes:

[0143] S44. When the stress relaxation time is determined to be less than a preset stress relaxation time threshold, the pouring pressure adjustment coefficient is obtained based on the stress relaxation time and the preset stress relaxation time threshold, as well as the preset Formula 1; Formula 1 is:

[0144] ;

[0145] Where, k p This is the adjustment coefficient for pouring pressure. The stress relaxation time threshold. This refers to the stress relaxation time.

[0146] S45. Based on the pouring pressure adjustment coefficient, the foundation pouring pressure is optimized to obtain the initial pouring pressure, wherein the initial pouring pressure is the product of the pouring pressure adjustment coefficient and the foundation pouring pressure.

[0147] The calculated stress relaxation time of solid waste-based cementitious materials and the pre-set experience threshold for underwater membrane bag casting projects were retrieved.

[0148] Compare the values ​​of the two parameters. The material meets the optimization condition of "stress relaxation time less than the threshold," triggering the pouring pressure adjustment process. It is determined that this material is a rapid stress relaxation type, and the pouring pressure can be appropriately increased to improve construction efficiency without causing long-term pressure damage to the membrane bag. The calculated adjustment coefficient of 1.18 falls within the reasonable adjustment range of 1.0-1.2, indicating that this adjustment range can improve pouring efficiency without exceeding the safe bearing capacity of the membrane bag, meeting the dual requirements of construction safety and efficiency.

[0149] By retrieving the established foundation pouring pressure and adjustment coefficient, the initial pouring pressure was calculated to be 197.4 kPa. This value can then be converted into the corresponding pump pressure for practical use.

[0150] The initial pouring pressure takes into account the rapid stress relaxation characteristics of the material while retaining a safety margin. It can be directly used as the actual pump pressure parameter for underwater membrane bag pouring, ensuring efficient filling of the membrane bag while preventing the membrane bag from bulging or breaking due to excessive pressure.

[0151] This application, based on the comparison between stress relaxation time and threshold, accurately identifies the rapid stress relaxation characteristics of materials, providing a scientific basis for pressure adjustment and avoiding the drawbacks of blindly setting pressure in traditional construction. Furthermore, it calculates the pouring pressure adjustment coefficient using a preset formula, with the coefficient falling within the reasonable engineering range of 1.0-1.2. This ensures that the adjustment range conforms to the material's mechanical properties while also considering construction safety and efficiency, achieving a balance between "safety redundancy" and "efficient construction." The initial pouring pressure, obtained through optimization of the adjustment coefficient, fully incorporates the material's stress attenuation law and can be directly converted into actual pump pressure parameters. This ensures both the efficiency and integrity of membrane bag filling and effectively avoids construction defects such as bulging and damage caused by excessive pressure. Simultaneously, it improves the level of refined control over construction parameters, providing crucial support for the high-quality implementation of underwater membrane bag concrete pouring.

[0152] Optionally, in one specific embodiment, based on the initial pouring rate and initial pouring pressure, solid waste-based cementitious material is poured into the membrane bag pre-deployed in the area to be reinforced to complete the pouring of the membrane bag, including:

[0153] Based on the pre-set initial pouring rate and initial pouring pressure, solid waste-based cementitious material is poured into the membrane bag pre-deployed in the area to be reinforced.

[0154] During the pouring process, the corresponding membrane bag parameters are monitored in real time, and the pouring parameters are adjusted in real time based on the membrane bag parameters to complete the pouring of the membrane bag; the pouring parameters include real-time pouring rate and real-time pouring pressure.

[0155] After the pouring is completed, the compressive strength of the membrane bag surface is determined by collecting the rebound value of the membrane bag surface based on the underwater rebound device and the pre-set strength correction algorithm. Based on the compressive strength, it is determined whether to carry out grouting operation through the pre-set filling holes on the membrane bag surface.

[0156] Specifically, the initial pouring rate and initial pouring pressure obtained from the previous optimization are entered into the control device of the concrete delivery pump to ensure that the pump pressure and rate are accurately matched with the preset parameters.

[0157] Start the delivery pump and transport the prepared solid waste-based cementitious material through the pouring pipe to the pre-laid membrane bag in the area to be reinforced. During the pouring process, keep the pipe outlet buried at least 0.5m below the liquid surface of the cementitious material to avoid water flow disturbance that could cause slurry segregation or air bubbles to mix in.

[0158] Simultaneously activate underwater monitoring equipment to observe the initial expansion state of the membrane bag in real time, ensuring that the membrane bag is evenly stressed and without excessive local bulging, while also confirming that there are no blockages or grout leakage in the pouring pipe.

[0159] By deploying underwater pressure sensors and displacement sensors at key locations on the membrane bag (such as the edges, middle, and corners), core parameters such as pressure inside the membrane bag and membrane bag deformation are collected in real time. The data sampling frequency is once every 10 seconds to ensure timely capture of parameter changes.

[0160] When the membrane bag deformation exceeds a preset threshold (e.g., 5%) or a sudden increase in pressure inside the membrane bag is detected, the control system automatically reduces the real-time pouring rate (each reduction not exceeding 0.01m). 3 ( / min), and simultaneously reduce the real-time pouring pressure until the parameters return to a reasonable range;

[0161] When the membrane bag deformation is monitored to increase slowly and show no significant change for 30 consecutive seconds, and the pressure inside the membrane bag is lower than 80% of the initial pouring pressure, the real-time pouring rate should be appropriately increased to ensure pouring efficiency.

[0162] If the membrane bag does not expand sufficiently in some areas, the membrane bag can be filled evenly by adjusting the outlet position of the pouring pipe and slightly increasing the local pouring pressure in the corresponding area.

[0163] After each parameter adjustment, monitor continuously for 30 seconds to confirm that the membrane bag parameters are stable within a reasonable range (deformation ≤5%, pressure fluctuation ≤±5kPa), and then maintain the adjusted pouring parameters to continue construction.

[0164] After pouring, the membrane bag was left to cure for 7 days (simulating an underwater solidification environment). Then, an underwater rebound hammer was used to test the compressive strength of the membrane bag surface. The test points were arranged in a 2m×2m grid. The rebound value was collected three times at each test point, and the average value was taken as the original rebound value of that point.

[0165] Substituting the original rebound value into the pre-set strength correction algorithm (considering the influence of underwater environment and membrane bag material on the rebound value), the formula is f. cu,k =0.024R a +0.25, where f cu,k For compressive strength, R a To correct the rebound value, the compressive strength of each test point on the surface of the membrane bag was calculated.

[0166] If the compressive strength of all test points is greater than or equal to the design strength (e.g., 25 MPa) and the strength distribution is uniform (relative error ≤ 10%), the pouring is deemed qualified and no additional grouting is required. If there are local test points with strength lower than the design strength, or obvious weak areas, the same proportion of cementitious material is injected through the pre-set grouting holes (3m spacing, 50mm diameter) on the surface of the membrane bag using low-pressure grouting. After the grouting is completed, the material is cured again for 3 days, and the strength is retested until it is qualified.

[0167] After the supplementary filling test is passed, all supplementary filling holes are sealed, the pouring pipes and construction equipment are cleaned, and the monitoring data, parameter adjustment records and strength test reports during the construction process are compiled to form a complete construction file and complete the entire membrane bag pouring process.

[0168] This embodiment effectively avoids problems such as slurry segregation and air bubble mixing caused by water flow disturbance by precisely matching preset rate and pressure parameters during the initial pouring stage and controlling the burial depth of the pipeline outlet, thus ensuring the initial pouring quality. Furthermore, during the pouring process, sensors at key locations monitor parameters such as membrane bag pressure and deformation in real time. Based on a clear adjustment logic, the pouring rate and pressure are dynamically optimized, specifically addressing issues such as localized bulging, slow filling, and insufficient expansion in certain areas, ensuring uniform stress and complete filling of the membrane bag. After pouring, underwater rebound testing combined with a strength correction algorithm accurately determines the compressive strength of the membrane bag concrete. Combined with targeted replenishment operations and secondary testing at the replenishment holes, this effectively compensates for localized strength deficiencies, ensuring the overall strength and stability of the reinforced structure. Simultaneously, full-process data recording and construction archive organization provide reliable evidence for project quality traceability, significantly improving the controllability, safety, and quality reliability of underwater membrane bag pouring construction, while balancing construction efficiency and project durability requirements.

[0169] This application presents an underwater membrane bag concrete construction method based on solid waste-based cementitious materials. On one hand, it uses solid waste materials such as slag, fly ash, and alkali slag to prepare cementitious materials, which are mixed in a 6:2:2 mass ratio and undergo refined pretreatment. This significantly reduces the consumption of ordinary Portland cement (replacing it by 30%-50%), effectively reducing carbon emissions during raw material mining and production. Simultaneously, it lowers the heat of hydration of the material (by more than 20% compared to traditional cement-based materials), mitigating the risk of cracks caused by temperature differences during underwater casting. On the other hand, it achieves precise matching of activator parameters with hydraulic parameters through an activator parameter prediction model (a BP neural network model, inputting hydraulic parameters such as water depth, flow velocity, water temperature, and pH value, with a prediction accuracy ≥95%). By matching and combining the power-law behavior algorithm to derive the viscosity coefficient and stress relaxation time, the pouring pressure is finally optimized through quantitative formulas, and a closed-loop control system of "material preparation - parameter calculation - pressure optimization - pouring control" is constructed. This ensures the uniformity and integrity of membrane bag filling, reduces the probability of construction defects such as membrane bag bulging and rupture, and insufficient grouting (the defect rate is reduced from more than 15% in traditional processes to less than 5%). While improving construction efficiency (pouring efficiency increased by 30%), reducing material loss (loss rate reduced from 8% to 3%) and construction costs (raw material costs reduced by 20%), the strength and stability of underwater reinforcement structures are significantly enhanced (7-day compressive strength ≥23MPa, 28-day compressive strength ≥25MPa).

[0170] In addition, this application provides an underwater membrane bag concrete construction system based on solid waste-based cementitious materials, including a memory, a processor, and a computer program stored in the memory. The processor executes the computer program to implement the above-mentioned underwater membrane bag concrete construction method based on solid waste-based cementitious materials.

[0171] In the description of this application, it should be understood that the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this application, "multiple" means two or more, unless otherwise explicitly specified.

[0172] In this application, unless otherwise expressly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this application according to the specific circumstances.

[0173] In this application, unless otherwise expressly specified and limited, "above" or "below" the second feature can mean that the first and second features are in direct contact, or that they are in indirect contact through an intermediate medium. Furthermore, "above," "on top of," and "over" the second feature can mean that the first feature is directly above or diagonally above the second feature, or simply that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature can mean that the first feature is directly below or diagonally below the second feature, or simply that the first feature is at a lower horizontal level than the second feature.

[0174] In the description of this specification, the terms "one embodiment," "some embodiments," "embodiment," "example," "specific example," or "some examples," etc., refer to specific features, structures, materials, or characteristics described in connection with that embodiment or example, which are included in at least one embodiment or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0175] Although embodiments of this application have been shown and described above, it is understood that the above embodiments are exemplary and should not be construed as limiting this application. Those skilled in the art can make modifications, alterations, substitutions and variations to the above embodiments within the scope of this application.

Claims

1. A method for constructing underwater membrane bag concrete based on solid waste-based cementitious materials, characterized in that, include: The hydraulic parameters of the area to be reinforced are input into a pre-set activator parameter prediction model to determine the corresponding activator parameters; the hydraulic parameters include water depth and water flow velocity. Based on the activator parameters, a solid waste-based cementitious material was prepared, and the consistency coefficient and flow behavior index of the prepared solid waste-based cementitious material were obtained. Based on the water depth, water flow velocity, consistency coefficient, and flow behavior index, as well as a pre-set power-law behavior algorithm, the viscosity coefficient is obtained, and based on the viscosity coefficient and a pre-set shear modulus, the stress relaxation time is obtained. Based on water depth, consistency coefficient, and flow behavior index, as well as pre-set pouring pipe radius, pouring pipe length, and initial pouring rate, the foundation pouring pressure is determined. Based on stress relaxation time and a pre-set stress relaxation time threshold, the foundation pouring pressure is optimized to obtain the initial pouring pressure. Based on the initial pouring rate and initial pouring pressure, the solid waste-based cementitious material is poured into the membrane bag pre-deployed in the area to be reinforced to complete the pouring of the membrane bag.

2. The underwater membrane bag concrete construction method for erosion protection and reinforcement according to claim 1, characterized in that, The activator parameters include the activator type and the activator dosage; Based on the aforementioned activator parameters, a solid waste-based cementitious material is prepared, comprising: The slag is subjected to magnetic separation based on a magnetic field strength of 10,000~12,000 Gs to ensure that the iron content in the slag is ≤0.5%. Then, the slag is crushed to retain particles of 5~10 mm. The fly ash is graded based on a wind speed of 15~20m / s, and after removing coarse particles with a particle size >45μm, the fly ash is dried. The alkali residue is subjected to digestion and crushing treatment; After mixing slag, fly ash, and alkali slag in a mass ratio of 6:2:2, the mixture is ground to obtain a specific surface area of ​​400-500 m². 2 / kg of solid waste materials; The solid waste material and recycled aggregate are mixed at a ratio of 1:5, and an activator is added based on the type and dosage of the activator. The mixture is then stirred and prepared to obtain a solid waste-based cementitious material.

3. The underwater membrane bag concrete construction method based on solid waste-based cementitious materials according to claim 1, characterized in that, Based on the water depth, flow velocity, consistency coefficient, and flow behavior index, and a pre-set power-law behavior algorithm, the viscosity coefficient is obtained, including: Based on the water depth and the water flow velocity, the shear rate of the area to be reinforced is determined; wherein the shear rate is the product of the ratio of the water flow velocity to the water depth and a pre-set shear rate correction coefficient. The viscosity coefficient is obtained based on the shear rate, consistency coefficient, and flow behavior index, as well as a pre-set power-law behavior algorithm; wherein the power-law behavior algorithm is: ； in, γ is the viscosity coefficient, K is the consistency coefficient, γ is the shear rate, and n is the flow behavior index.

4. The underwater membrane bag concrete construction method based on solid waste-based cementitious materials according to claim 1, characterized in that, Based on the viscosity coefficient and a pre-set shear modulus, the stress relaxation time is obtained, including: Based on the viscosity coefficient and the preset shear modulus, the stress relaxation time is obtained, wherein the stress relaxation time is the ratio of the viscosity coefficient to the shear modulus. The shear modulus was obtained based on the prepared solid waste-based cementitious material.

5. The underwater membrane bag concrete construction method based on solid waste-based cementitious materials according to any one of claims 1 to 4, characterized in that, Based on water depth, consistency coefficient, and flow behavior index, as well as pre-set casting pipe radius, casting pipe length, and initial casting rate, the foundation casting pressure is determined, including: Based on the water depth, the hydrostatic pressure corresponding to the area to be reinforced is obtained; wherein, the hydrostatic pressure is the product of the hydrostatic density, gravitational acceleration, and water depth of the area to be reinforced; The material flow resistance is obtained based on the consistency coefficient and flow behavior index, as well as the pre-set casting pipe radius, casting pipe length and initial casting rate; The foundation pouring pressure is obtained based on hydrostatic pressure, material flow resistance, and pre-set membrane bag constraint resistance and safety factor; wherein the foundation pouring pressure is the product of hydrostatic pressure, material flow resistance and membrane bag constraint resistance, and safety factor.

6. The underwater membrane bag concrete construction method based on solid waste-based cementitious materials according to claim 5, characterized in that, Based on the consistency coefficient and flow behavior index, as well as pre-set casting pipe radius, casting pipe length, and initial casting rate, the material flow resistance is obtained, including: The material flow resistance is obtained based on the consistency coefficient and flow behavior index, the radius of the casting pipe, the length of the casting pipe, and the initial casting rate, as well as a pre-set material flow resistance prediction algorithm; the material flow resistance prediction algorithm is as follows: ； Where K is the consistency coefficient, n is the flow behavior index, R is the radius of the casting pipe, L is the length of the casting pipe, and Q is the initial casting rate.

7. The underwater membrane bag concrete construction method based on solid waste-based cementitious materials according to claim 5, characterized in that, The membrane bag constraint resistance is determined based on the following steps: Obtain the membrane bag parameters of the membrane bag pre-deployed in the area to be reinforced; the membrane bag parameters include the membrane bag elastic modulus, membrane bag deformation limit, membrane bag thickness, and membrane bag equivalent constraint width; Based on the elastic modulus and deformation constraints of the membrane bag, the maximum allowable elastic stress of the membrane bag is determined, where the maximum allowable elastic stress of the membrane bag is the product of the elastic modulus and deformation constraints of the membrane bag. The membrane bag constraint resistance is obtained based on the maximum allowable elastic stress, membrane bag thickness, and equivalent constraint width of the membrane bag, as well as a pre-set empirical coefficient for constraint resistance. The membrane bag constraint resistance is the product of the maximum allowable elastic stress and the membrane bag thickness, the ratio of the membrane bag equivalent constraint width, and the product of the empirical coefficient for constraint resistance.

8. The underwater membrane bag concrete construction method based on solid waste-based cementitious materials according to claim 1, characterized in that, Based on stress relaxation time and a pre-set stress relaxation time threshold, the foundation pouring pressure is optimized to obtain the initial pouring pressure, including: When the stress relaxation time is determined to be less than a preset stress relaxation time threshold, the pouring pressure adjustment coefficient is obtained based on the stress relaxation time and the preset stress relaxation time threshold, as well as a preset formula (Formula 1); the formula (Formula 1) is: ； Where, k p This is the adjustment coefficient for pouring pressure. The stress relaxation time threshold. This refers to the stress relaxation time. Based on the pouring pressure adjustment coefficient, the foundation pouring pressure is optimized to obtain the initial pouring pressure, which is the product of the pouring pressure adjustment coefficient and the foundation pouring pressure.

9. The underwater membrane bag concrete construction method based on solid waste-based cementitious materials according to claim 1, characterized in that, Based on the initial pouring rate and initial pouring pressure, the solid waste-based cementitious material is poured into the membrane bag pre-deployed in the area to be reinforced to complete the pouring of the membrane bag, including: Based on the pre-set initial pouring rate and initial pouring pressure, the solid waste-based cementitious material is poured into the membrane bag pre-deployed in the area to be reinforced; During the pouring process, the corresponding membrane bag parameters are monitored in real time, and the pouring parameters are adjusted in real time based on the membrane bag parameters to complete the pouring of the membrane bag; the pouring parameters include real-time pouring rate and real-time pouring pressure. After the pouring is completed, the compressive strength of the membrane bag surface is determined by collecting the rebound value of the membrane bag surface based on the underwater rebound device and the pre-set strength correction algorithm. Based on the compressive strength, it is determined whether to perform grouting operation through the pre-set filling holes on the membrane bag surface.

10. An underwater membrane bag concrete construction system based on solid waste-based cementitious materials, comprising a memory, a processor, and a computer program stored in the memory, characterized in that, The processor executes the computer program to implement the underwater membrane bag concrete construction method based on solid waste-based cementitious materials as described in any one of claims 1 to 9.

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