Pile tip graded grouting method and control system

Abstract

The invention provides a pile tip graded grouting method and a control system, and relates to the technical field of intelligent grouting. The method comprises the following steps: firstly, acquiring a first proportion and quantity of a grouting material, performing low-pressure permeation on the first grouting material to a stratum through a first grouting port 16 at a preset first pressure, monitoring a permeability coefficient, determining a second permeability coefficient according to a permeability coefficient condition or a material consumption condition, and performing adjustment according to the second permeability coefficient to obtain a second quantity and proportion; performing medium-pressure diffusion on a second grouting material through a first grouting port 16 and a second grouting port 15 at preset second pressure, monitoring the permeability coefficient again, determining a third permeability coefficient according to conditions, and adjusting to obtain a third quantity and proportion; and finally, the third grouting material is subjected to high-pressure compaction on the stratum through the three grouting openings at the preset third pressure. By implementing the method, staged and accurate control of grouting is achieved, stratum pores are better filled with grout, and the binding force of the pile end and the stratum is enhanced.

Description

Technical Field

[0001] This application relates to the field of intelligent grouting technology, and particularly to a method and control system for staged grouting at the pile end. Background Art

[0002] The post - grouting technology at the pile end can enhance the bond strength between the pile and soil and improve the bearing capacity of the pile foundation by injecting grout into the pile end. It is widely used in projects such as high - rise buildings and bridges. Its core principle is to use pressure to penetrate the grout into the pores or fissures of the pile - end soil to form a "pile - grout - soil" composite system, thereby improving the performance of the pile foundation.

[0003] Currently, the common method for pile - end grouting is to pre - determine the ratio and quantity of the grouting material before construction, and inject the grouting material into the grouting pipe at a fixed pressure, and grout the surrounding strata through the grouting holes on the grouting pipe. During the grouting process, the grouting operation is usually completed according to the pre - set parameters, hoping to achieve the purpose of strengthening the strata and improving the performance of the pile foundation.

[0004] However, traditional grouting methods are difficult to cope with the heterogeneity of the strata (such as the co - existence of sand layers and clay layers), resulting in the easy rapid loss of grout along high - permeability paths (such as sandy gravel layers) or the retention of grout in low - permeability areas (such as clay layers), forming a large - area grouting blind zone. According to engineering statistics, the grout coverage rate of traditional processes is only 50% - 70%, the increase in pile - end resistance is less than 30%, and the discreteness of pile - top settlement is large. Summary of the Invention

[0005] This application provides a method and control system for staged grouting at the pile end, which is used to achieve staged grouting and real - time dynamic adjustment of grouting parameters, accurately grout different - characteristic strata, and effectively improve the grout coverage rate.

[0006] First aspect, the present application provides a method for staged grouting at the pile tip. The method includes: obtaining a first ratio and a first quantity of the grouting material, where the ratio is the volume ratio of the solid-phase material to the liquid-phase material; injecting the first quantity of the first grouting material with the first ratio into the grouting pipe according to a preset first pressure, so that the first grouting material low-pressure penetrates into the surrounding formation through the first grouting port 16 in the grouting pipe, and the permeability coefficient is monitored in real time; if the permeability coefficient is lower than a preset first permeability coefficient threshold, or the first quantity of the grouting material with the first ratio is consumed, then determine that the permeability coefficient at the current moment is the second permeability coefficient; combining the second permeability coefficient, adjust the first quantity and the first ratio to obtain a second quantity and a second ratio; injecting the second quantity of the second grouting material with the second ratio into the grouting pipe according to a preset second pressure, so that the second grouting material medium-pressure diffuses into the surrounding formation through the first grouting port 16 and the second grouting port 15 in the grouting pipe, and the permeability coefficient is monitored in real time; if the permeability coefficient is lower than a preset second permeability coefficient threshold, or the second quantity of the grouting material with the second ratio is consumed, then determine that the permeability coefficient at the current moment is the third permeability coefficient; combining the third permeability coefficient, adjust the second quantity and the second ratio to obtain a third quantity and a third ratio; injecting the third quantity of the third grouting material with the third ratio into the grouting pipe according to a preset third pressure, so that the third grouting material high-pressure compacts the surrounding formation through the first grouting port 16, the second grouting port 15 and the third grouting port 14 in the grouting pipe.

[0007] By adopting the above technical solution, the method for staged grouting at the pile tip adopts a staged grouting method of low-pressure penetration, medium-pressure diffusion and high-pressure compaction. First, the first grouting material is low-pressure penetrated with the first pressure, and the permeability coefficient is monitored. Then, according to the permeability coefficient, the ratio and quantity are adjusted, and medium-pressure diffusion is carried out with the second pressure. Finally, high-pressure compaction is carried out with the third pressure. In this way, the grouting process can be accurately controlled in stages according to the actual situation of the formation. The cooperation of different pressures and grouting materials can make the slurry better fill the pores of the formation, enhance the bonding force between the pile tip and the formation, improve the bearing capacity of the pile foundation, effectively improve the stress performance of the pile tip, and ensure the stability and reliability of the pile foundation project.

[0008] Combined with some embodiments of the first aspect, in some embodiments, the obtaining of the first ratio and the first quantity of the grouting material includes: obtaining the first permeability coefficient and the first soil layer composition data of the construction area; inputting the first permeability coefficient and the first soil layer composition data into the pile tip grouting coefficient determination model to obtain the first ratio and the first quantity of the grouting material. The pile tip grouting coefficient determination model is constructed in advance by deep learning according to multiple permeability coefficient sets and soil layer composition data sets with ratio and quantity annotations.

[0009] By adopting the above technical solution, considering the specific geological conditions of the construction area, the obtained grouting material parameters are more in line with the actual requirements, avoiding material waste or shortage, ensuring the grouting effect, enabling the grouting material to better adapt to the formation characteristics, and improving the grouting quality and the pile foundation construction efficiency.

[0010] Combined with some embodiments of the first aspect, in some embodiments, in combination with the second permeability coefficient, the first quantity and the first ratio are adjusted to obtain a second quantity and a second ratio, including: if the second permeability coefficient is greater than the first permeability coefficient threshold, calculate a first difference between the second permeability coefficient and the first permeability coefficient threshold; when the first difference is greater than a set first difference threshold, determine the second quantity as the first quantity multiplied by a preset first multiple, and increase the proportion of the solid phase material in the first ratio by a preset first solid phase material proportion to determine the second ratio; when the first difference is not greater than the set first difference threshold, determine the second quantity as the first quantity multiplied by a preset second multiple, and increase the proportion of the solid phase material in the first ratio by a preset second solid phase material proportion to determine the second ratio; if the second permeability coefficient is not greater than the first permeability coefficient threshold, determine the second quantity as the first quantity multiplied by a preset third multiple, and increase the proportion of the solid phase material in the first ratio by a preset third solid phase material proportion to determine the second ratio.

[0011] By adopting the above technical solution, when adjusting the first quantity and the first ratio in combination with the second permeability coefficient, different adjustment strategies are adopted according to the relationship between the second permeability coefficient and the first permeability coefficient threshold and the magnitude of the difference. If the permeability coefficient conditions are different, the quantity and the proportion of the solid phase material are adjusted according to the corresponding rules. This dynamic adjustment method can flexibly change the dosage and ratio of the grouting material according to the change of the formation permeability coefficient during the grouting process. When the permeability coefficient is large, the dosage and the solid phase proportion are increased to enhance the grouting effect; conversely, it can also be reasonably adjusted to ensure the effective filling of the slurry, realize the refined control of the grouting process, and improve the grouting quality and engineering benefits.

[0012] In some embodiments in combination with some embodiments of the first aspect, in adjusting the second quantity and the second ratio by combining the third permeability coefficient to obtain a third quantity and a third ratio, it includes: if the third permeability coefficient is greater than the second permeability coefficient threshold, calculating a second difference between the third permeability coefficient and the second permeability coefficient threshold; when the second difference is greater than a set second difference threshold, determining the third quantity as the second quantity multiplied by a preset fourth multiple, and increasing the proportion of the solid-phase material in the second ratio by a preset fourth solid-phase material proportion; when the second difference is not greater than the set second difference threshold, determining the third quantity as the second quantity multiplied by a preset fifth multiple, and increasing the proportion of the solid-phase material in the second ratio by a preset fifth solid-phase material proportion; if the third permeability coefficient is not greater than the second permeability coefficient threshold, the third quantity is the second quantity multiplied by a preset sixth multiple, and the proportion of the solid-phase material in the second ratio is decreased by a preset sixth solid-phase material proportion.

[0013] By adopting the above technical solution, it is adjusted according to the relationship and difference between the third permeability coefficient and the second permeability coefficient threshold. In the high-pressure compaction stage, the grouting material parameters are adjusted in a timely manner according to the permeability coefficient feedback. When the permeability coefficient reflects different formation filling conditions, by changing the quantity and the proportion of the solid-phase material, the third grouting material can better achieve the high-pressure compaction effect, further enhance the density of the pile tip soil, improve the bearing capacity of the pile foundation, and ensure the project quality and stability.

[0014] In some embodiments in combination with some embodiments of the first aspect, in some embodiments, the first grouting port 16 is located at the bottom of the grouting pipe and has an inclined cut with a set cut angle, and the cut angle is the angle between the plane where the inclined cut is located and the horizontal plane.

[0015] By adopting the above technical solution, this design makes the grout spray obliquely from the bottom. Compared with a vertical cut, it can expand the diffusion range of the grout in the bottom formation and make the grout penetrate more evenly into the formation around the pile tip. The spraying angle generated by the inclined cut can exert a certain squeezing effect on the pile tip soil, which helps to improve the density of the pile tip soil and enhance the contact effect between the pile tip and the formation.

[0016] In some embodiments in combination with some embodiments of the first aspect, in some embodiments, the second grouting port 15 is located above the first grouting port 16. When the grouting pressure is greater than the first valve pressure threshold of the second grouting port 15, the first valve is automatically opened.

[0017] By adopting the above technical solution, during the grouting process, as the pressure gradually increases, when it reaches the set threshold, the second grouting port 15 is opened. At this time, the medium pressure stage begins, and the slurry diffuses into the formation through the first and second grouting ports 15. This pressure-controlled automatic opening method can realize the orderly staged grouting process, so that the slurry is injected into the formation from different positions under appropriate pressure, expand the slurry diffusion range, ensure that all parts of the formation can be effectively grouted, and improve the grouting uniformity and effect.

[0018] In combination with some embodiments of the first aspect, in some embodiments, the third grouting port 14 is located above the second grouting port 15, and when the grouting pressure is greater than the second valve pressure threshold of the third grouting port 14, the second valve is automatically opened.

[0019] By adopting the above technical solution, in the high-pressure compaction stage, after the pressure reaches the threshold, the third grouting port 14 is opened, and the slurry is compacted into the stratum through the three grouting ports at high pressure. The coordination of the three grouting ports can make the slurry fill the stratum under a larger range and higher pressure, further improving the density of the stratum soil. The setting of grouting ports at different heights can effectively compact strata at different depths, so that the soil around the pile end is more evenly stressed.

[0020] In the second aspect, the present application provides a graded grouting control system, which includes: one or more processors and a memory; the memory is coupled to the one or more processors, the memory is used to store computer program code, the computer program code includes computer instructions, and the one or more processors call the computer instructions to enable the graded grouting control system to execute the method described in the first aspect and any possible implementation method of the first aspect.

[0021] In a third aspect, the present application provides a computer-readable storage medium comprising instructions, which, when executed on a graded grouting control system, enables the graded grouting control system to execute the method described in the first aspect and any possible implementation of the first aspect.

[0022] In a fourth aspect, the present application provides a computer program product, which, when executed on a graded grouting control system, enables the graded grouting control system to execute the method described in the first aspect and any possible implementation of the first aspect.

[0023] One or more technical solutions provided in the embodiments of the present application have at least the following technical effects or advantages: 1. Due to the technical means of adopting staged grouting based on different pressures and adjusting the proportion and quantity of grouting materials according to the permeation coefficient monitored in real time, the technical problems in the prior art that the grouting process cannot be accurately controlled according to the actual situation of the formation, resulting in poor slurry filling effect and insufficient pile foundation bearing capacity, are effectively solved. Furthermore, it realizes better filling of the formation pores with the slurry, enhances the bonding force between the pile tip and the formation, significantly improves the bearing capacity of the pile foundation, and effectively improves the stress performance of the pile tip.

[0024] 2. Due to the technical means of setting the second grouting port 15 above the first grouting port 16 and controlling its automatic opening through a pressure threshold value to achieve staged grouting, the technical problems in the prior art that the grouting process cannot proceed in an orderly manner in stages, resulting in uneven slurry diffusion and poor grouting effect, are effectively solved. Furthermore, it realizes injecting the slurry into the formation from different positions under appropriate pressures, expanding the slurry diffusion range, ensuring that all parts of the formation can be effectively grouted, and improving the grouting uniformity and effect.

[0025] 3. Due to the technical means of setting the third grouting port 14 above the second grouting port 15 and controlling its automatic opening by setting the pressure threshold value of the second valve, and cooperating with the first and second grouting ports 15 to achieve multi-port collaborative grouting in the high-pressure stage, the technical problems in the prior art that the layout of grouting ports is single and cannot efficiently compact the formation at different depths, resulting in insufficient compactness of the pile tip soil and limited pile foundation bearing capacity, are effectively solved. Furthermore, it realizes filling the formation with the slurry in a larger range and at a higher pressure, accurately and effectively compacting the formation at different depths, making the stress of the soil around the pile tip more uniform, and enhancing the bearing capacity and overall stability of the pile foundation. Description of the Drawings

[0026] Figure 1 It is a schematic diagram of the application of a device of the staged grouting control system for the method of the embodiment of the present application; Figure 2 It is a schematic diagram of an implementation scenario in the staged grouting process of the method of the embodiment of the present application; Figure 3 It is a schematic flowchart of the pile tip staged grouting method in the embodiment of the present application; Figure 4 It is a schematic diagram of the structure of an entity device of the staged grouting control system in the embodiment of the present application.

[0027] Description of the Reference Numerals 1. Control panel; 2. Oil pressure pump; 3. Hydraulic oil converter; 4. Grouting valve; 5. Slurry storage tank; 6. Slurry pipe; 7. Connecting hose; 8. Rigid multi-way pipe; 9. Quick-connect component; 10. Piston rod; 11. Inlet oil pipe; 12. Return oil pipe; 13. Model pile; 14. Third grouting port; 15. Second grouting port; 16. First grouting port; 17. Ring-shaped chassis. Detailed implementation manners

[0028] The terms used in the following embodiments of the present application are only for the purpose of describing specific embodiments, and are not intended to limit the present application. As used in the specification and appended claims of the present application, the singular forms "a", "an", "the", "above-mentioned", "said", and "this" are also intended to include the plural forms, unless the context clearly indicates otherwise. It should also be understood that the term " / and" used in the present application refers to and includes any or all possible combinations of one or more of the listed items.

[0029] Hereinafter, the terms "first" and "second" are only used for descriptive purposes, and cannot be understood as implying or suggesting relative importance or implicitly indicating the quantity of the indicated technical features. Thus, the features defined with "first" and "second" may explicitly or implicitly include one or more of such features. In the description of the embodiments of the present application, unless otherwise specified, the meaning of "a plurality" is two or more.

[0030] For ease of understanding, the hierarchical grouting control system applied to the method provided in this embodiment will be described below. Please refer to Figure 1 , which is a schematic diagram of an apparatus application of the hierarchical grouting control system applied to the method of the embodiment of the present application.

[0031] The hierarchical grouting control system is the core of the pile-end hierarchical grouting method. Through the cooperation of hardware integration and software algorithms, it realizes the full-process automatic control from data input, parameter calculation to grouting execution. In Figure 1In the device shown, after the pre-grouting preparation is completed, the operator inputs data such as the initial permeability coefficient and soil composition of the construction stratum through the control panel 1 with a built-in control module (these data can be collected in advance according to sensors). The control module calls the built-in algorithm to generate the first mixing ratio (solid / liquid volume ratio) and the first grouting volume. The control module sends instructions to the oil pressure pump 2 and the hydraulic oil converter 3, sets the first pressure (low pressure), and opens the grouting valve 4. The grout flows from the grout storage tank 5 (including at least a solid material tank, such as powdery substances like cement and additives; and a liquid material tank, such as water and admixture solution) through the grout outlet pipe 6, the connecting hose 7 and the rigid multi-way pipe 8 in the connection module, and is quickly assembled and disassembled through the quick-connect component 9, facilitating the flexible configuration and maintenance of the device. The inlet pipe 11 and the return pipe 12 are connected to the hydraulic system. The inlet pipe 11 transports the hydraulic oil to the hydraulic oil converter 3 to provide power for the device, and the return pipe 12 enables the hydraulic oil to flow back to form a cycle. The piston rod 10 cooperates with the hydraulic system and can be used to control the movement of certain components or adjust parameters such as pressure. An intelligent mixer is integrated at the front end of the grout outlet pipe 6 or in the connection module. The intelligent mixer is communicatively connected to the control module, and the feeding ratio of the solid and liquid materials is adjusted through the control module to generate the grout with the required mixing ratio in real time. For example, the conveying amount of the solid material is controlled by the built-in screw feeder, and the flow rate of the liquid material is controlled by the flow meter + solenoid valve, and then the grouting process is carried out. Subsequently, the control module dynamically adjusts the grout mixing ratio and quantity according to the permeability coefficient sensor data sent by the preset position sensor, and adaptively adjusts the corresponding grouting pressure to achieve precise stratified grouting under different stratum conditions.

[0032] One of the device scenarios for the application of the specific subsequent staged grouting process method is as Figure 2 shown. Please refer to Figure 2 , a schematic diagram of an implementation scenario in the staged grouting process of the method of the embodiment of the present application.

[0033] In Figure 2 , three groups of grouting ports can be axially arranged on the outer side wall of the grouting steel pipe of the model pile 13 to form a progressive grouting structure: The first grouting port 16: Located at the bottom of the grouting steel pipe, it adopts an inclined cut with an adjustable cut angle, such as a 45° angle. The angle is not limited here. Its function is to make the grout penetrate into the pile tip bearing layer in an inclined jet manner at the low-pressure stage, expanding the initial diffusion range.

[0034] The second grouting port 15: Located above the first grouting port 16 at a distance ( which can be adjusted according to the stratum characteristics), and adopts a rectangular or circular grouting hole for secondary supplementary grouting at the medium-pressure stage.

[0035] The third grouting port 14: Located above the second grouting port 15 at a distance ( ≥ , the spacing between the two grouting ports can be adjusted according to actual requirements. The structure can be similar to that of the second grouting port 15 or can adopt other shaped structures, which are not limited herein and are used for deep penetration during the high-pressure compaction stage.

[0036] Each grouting port is equipped with an independent electric control valve, which consists of the following components: a pressure sensor for real-time monitoring of the internal pressure of the grouting port and feedback to the control module; an electric actuator for adjusting the valve opening according to the instructions of the control module; and a sealing component using a high-pressure resistant rubber seal ring to ensure no leakage of the slurry. When the pressure sensor at the valve corresponding to each grouting port detects that the current pressure reaches the pressure threshold of the corresponding grouting port, the valve automatically opens to facilitate the outflow of the slurry from the grouting port. Specifically, when the grouting pressure is greater than the first valve pressure threshold of the second grouting port 15, the first valve automatically opens; when the grouting pressure is greater than the second valve pressure threshold of the third grouting port 14, the second valve automatically opens. Among them, the first valve pressure threshold (low pressure threshold) corresponds to the opening pressure of the first grouting port 16 to ensure slow penetration of the slurry into the underlying soil at low pressure. The second valve pressure threshold (medium pressure threshold) corresponds to the opening pressure of the second grouting port 15 and needs to be higher than the low pressure threshold to ensure that the slurry breaks through the shallow resistance and diffuses during the medium pressure stage. The third valve pressure threshold (high pressure threshold) corresponds to the opening pressure of the third grouting port 14 and needs to be significantly higher than the medium pressure threshold for high-pressure compaction of the deep soil.

[0037] When the grouting pressure reaches the corresponding stage threshold (such as the first pressure → the second pressure → the third pressure), the control module sequentially triggers the valve opening: low pressure stage: only the first grouting port 16 is opened; medium pressure stage: the first and second grouting ports 15 are opened simultaneously; high pressure stage: all three grouting ports are opened. By precisely controlling the slurry flow distribution of each grouting port through the valve opening (such as the flow rate of the third grouting port 14 accounting for 40% in the high pressure stage), the effect of layered grouting is achieved.

[0038] In the embodiment of the present application, an annular chassis 17 can also be set, welded to the bottom of the grouting steel pipe, for dispersing the grouting pressure to prevent the steel pipe from sinking or tilting; specific connecting components can also be set on the annular chassis 17 to provide stable support for the grouting steel pipe, ensure the relative positions of the grouting steel pipes are fixed, and enable the slurry to uniformly diffuse in the formation, improving the grouting effect.

[0039] For easy understanding, the method provided in this embodiment is described in terms of a process below in combination with the above device and scenario. Please refer to Figure 3 , which is a schematic flow diagram of a pile tip staged grouting method in an embodiment of the present application.

[0040] S301. Obtain the first ratio and the first quantity of the grouting material, where the ratio is the volume ratio of the solid phase material to the liquid phase material; Among them, the grouting material refers to the composite material used for pile - end grouting, which is composed of solid - phase materials (such as granular substances like cement, fly ash, sand grains, etc.) and liquid - phase materials (such as liquid additives like water, water - reducing agent, expansive agent, etc.). The volume ratio of the two determines the fluidity, strength, and penetration ability of the slurry. The first ratio refers to the volume ratio of the solid - phase material to the liquid - phase material in the initial stage, and the first quantity represents the total volume of the slurry required under this ratio.

[0041] Specifically, the timing for the staged grouting control system to execute this step is before the start of the grouting operation. It is necessary to determine the initial grouting parameters based on the geological exploration data of the construction area. First, the system obtains the first permeability coefficient (reflecting the formation porosity and the difficulty of slurry penetration) and the first soil layer composition data (such as the clay layer accounting for 40% and the sand layer accounting for 60%) of the construction area through built - in sensors or external devices. Subsequently, these data are input into the pile - end grouting coefficient determination model, which is a neural network trained based on deep learning. It has been constructed through deep learning in advance according to multiple permeability coefficient sets and soil layer composition data sets with ratio and quantity annotations, and the parameters have been optimized through historical engineering data (such as the optimal ratio and dosage corresponding to different soil layers). For example, if the input data shows that the formation is mainly composed of highly permeable sand layers, the model may output the first ratio as 1:2 (a high liquid - phase ratio to improve fluidity), and the first quantity as 15 cubic meters to ensure that the slurry can quickly penetrate into the pores of the sand layer. If the formation is low - permeability clay, the model may adjust to a high solid - phase ratio of 3:2 to reduce slurry loss.

[0042] S302: Inject the first grouting material with the first quantity and the first ratio into the grouting pipe according to the preset first pressure, so that the first grouting material can penetrate into the surrounding formation at low pressure through the first grouting port 16 in the grouting pipe, and monitor the permeability coefficient in real - time; Among them, the preset first pressure refers to the low - pressure grouting pressure preset according to the formation characteristics, which is used to push the slurry to penetrate slowly. The grouting pipe is a steel pipe buried at the pile end, and its bottom is provided with a first grouting port 16 (such as a 45° inclined cut) for directional spraying of the slurry. Low - pressure penetration means that the slurry naturally penetrates into the formation pores under low pressure to avoid formation fracturing caused by high pressure. The permeability coefficient is monitored in real - time through sensors installed in the grouting pipe or the formation, which reflects the diffusion efficiency of the slurry in the formation.

[0043] Specifically, after the system completes the parameter calculation in S301, it enters the low-pressure penetration stage, which is applicable to the starting stage of grouting operations. The purpose is to establish a preliminary slurry diffusion path around the pile tip. The system first sends a command to the oil pressure pump 2 to adjust the grouting pressure to a preset first pressure. At the same time, it controls the slurry storage tank 5 to deliver solid and liquid materials according to the first ratio. The solid materials are transported by a screw feeder, and the liquid materials are controlled by an electromagnetic valve for flow rate. After being uniformly stirred in the mixer, they are transported to the grouting pipe through the slurry outlet pipe 6 and the connection module. The inclined cut first grouting port 16 at the bottom of the grouting pipe is opened under low pressure, and the slurry is sprayed into the formation at an inclined angle. In the sand layer, the slurry will slowly diffuse along the gaps between sand grains to form a penetration area. In the clay layer, the slurry needs to squeeze the water between clay particles and gradually penetrate, with a slower diffusion speed. During this process, the system collects data once every second through the permeability coefficient sensor to monitor the slurry penetration speed in real time. At the same time, it records the total amount of slurry injected through the flow sensor to ensure the smooth progress of the grouting process. Among them, the permeability coefficient sensor can be set in the pile tip bearing layer, usually at different depths within a range of 0.5 - 1 meter around the grouting pipe, directly monitoring the slurry diffusion situation inside the formation and avoiding the interference of pressure fluctuations in the grouting pipe on the data.

[0044] S303. If the permeability coefficient is lower than the preset first permeability coefficient threshold, or the first quantity of the grouting materials in the first ratio is consumed, then determine that the permeability coefficient at the current moment is the second permeability coefficient. Among them, the preset first permeability coefficient threshold is a critical value set by the control system according to the formation type and engineering requirements, used to judge whether the initial grouting is effective. For example, for the sand layer, the threshold may be set to 0.005 m / s. If the actual permeability coefficient is lower than this value, it indicates that the slurry diffusion is insufficient, and there may be a clay layer or an unreasonable slurry ratio. For the clay layer, the threshold may be set to 0.0005 m / s. If it is lower than this value, it means that the slurry is difficult to penetrate. The consumption of the first quantity of grouting materials means that the total amount of slurry mixed according to the initial ratio has been completely injected into the formation. At this time, regardless of whether the permeability coefficient meets the standard, subsequent parameters need to be adjusted according to the actual situation. The second permeability coefficient is the instant permeability coefficient value when the adjustment condition is triggered, used to reflect the true penetration state of the current formation.

[0045] Specifically, this step continuously operates during the low-pressure penetration stage, and the control system monitors two key conditions in real time: one is whether the permeability coefficient is lower than the threshold value, and the other is whether the slurry is exhausted. For example, during grouting in a sand layer, if the system monitors that the permeability coefficient gradually decreases from the initial 0.01 m / s to 0.004 m / s (lower than the threshold value of 0.005 m / s), it indicates that there may be a clay layer interlayer in the formation, resulting in the hindrance of slurry diffusion. At this time, the system will immediately record the current permeability coefficient of 0.004 m / s as the second permeability coefficient and trigger the parameter adjustment process; another example is that during grouting in a clay layer, if the permeability coefficient is 0.0006 m / s (higher than the threshold value of 0.0005 m / s) after all 10 cubic meters of slurry are injected, it indicates that the formation has absorbed most of the slurry, and the system will also record this value as the second permeability coefficient and prepare to enter the next stage. In actual operation, these two conditions may be triggered separately or simultaneously. In either case, the system will pause the current grouting and recalculate the subsequent parameters based on the second permeability coefficient to adapt to the actual changes in the formation.

[0046] S304. Combine this second permeability coefficient to adjust the first quantity and the first ratio to obtain a second quantity and a second ratio. Among them, the second permeability coefficient reflects the actual acceptance ability of the current formation for the slurry. The first quantity and the first ratio are the initial grouting parameters, which may need to be optimized due to formation changes or material exhaustion. The second quantity is the adjusted total grouting volume, and the second ratio is the ratio of solid to liquid materials after adjustment. The goal of the adjustment is to solve problems such as slurry loss, insufficient diffusion, or formation saturation in the initial grouting. For example, if the second permeability coefficient indicates that the formation has poor permeability, it may be necessary to increase the proportion of solid materials to increase the viscosity of the slurry and reduce loss; if the formation has good permeability, it may be necessary to increase the total slurry volume to fully fill the pores.

[0047] A more specific adjustment process is as follows: If the second permeability coefficient is greater than the first permeability coefficient threshold, calculate the first difference between the second permeability coefficient and the first permeability coefficient threshold; among them, the first difference is the gap between the actually measured second permeability coefficient and the preset threshold value, which is used to reflect the deviation degree of the actual permeability ability of the formation from the expectation. Specifically, this step is automatically triggered after the low-pressure penetration stage ends. The control system first retrieves the second permeability coefficient recorded in the low-pressure stage and the preset first permeability coefficient threshold, and obtains the first difference through subtraction operation. The purpose of this calculation is to quantify the effective degree of slurry diffusion in the low-pressure stage and provide a basis for subsequent parameter adjustment. For example, in a sandy gravel formation, if the slurry penetration speed in the low-pressure stage is faster than expected, it indicates that the formation has a high porosity, and it is necessary to judge whether it is necessary to significantly increase the grouting volume or adjust the ratio through the first difference.

[0048] When the first difference is greater than the set first difference threshold, the second quantity is determined to be the first quantity multiplied by the preset first multiple, and the proportion of solid phase materials in the first ratio is increased by the preset first solid phase material proportion to determine the second ratio; wherein the set first difference threshold is a judgment standard built into the control system, which is used to distinguish between the situations where the permeability is "significantly higher than expected" and "slightly higher than expected", the preset first multiple is the amplification factor used to calculate the second grouting amount, and the preset first solid phase material proportion refers to the increase in the volume proportion of the solid phase material in the slurry. For example, if the first quantity is 10 cubic meters and the first ratio is 1:2 (solid phase proportion 33.3%), when the first difference is 0.003 m / s (>0.002 m / s), the second quantity = 10×1.5 = 15 cubic meters, and the solid phase proportion is increased to 33.3% + 20% = 53.3% (the ratio is adjusted to 1.6:2). Specifically, this step is applicable to scenarios where the first difference is large, indicating that the formation permeability is significantly higher than expected and there may be a large number of unfilled pores. The control system determines that it is necessary to significantly increase the grouting volume and slurry concentration: first, multiply the first quantity by the first multiple to obtain the second quantity, ensuring that there is enough slurry to fill the high permeability formation; at the same time, increase the proportion of solid phase materials (such as adjusting from 1 part solid: 2 parts liquid to 1.6 parts solid: 2 parts liquid), increase the slurry viscosity, and avoid slurry loss due to excessive flow rate. For example, in the sand layer, if the first difference is 0.003 m / s, it means that the slurry diffuses quickly but is insufficiently filled in the low-pressure stage. Significantly increasing the grouting volume and solid phase ratio can effectively improve the filling effect in the medium-pressure stage.

[0049] When the first difference is not greater than the set first difference threshold, the second quantity is determined to be the first quantity multiplied by the preset second multiple, and the proportion of solid phase materials in the first ratio is increased by the preset second solid phase material proportion to determine the second ratio; wherein the preset second multiple is a smaller adjustment coefficient, and the preset second solid phase material proportion is a smaller proportion increase. Specifically, this step is applicable to scenarios where the first difference is small, indicating that the formation permeability is slightly higher than expected, but there is no need to adjust the parameters significantly. The control system determines that only a small increase in grouting volume and slurry concentration is required: multiply the first quantity by the second multiple to obtain the second quantity to supplement and fill the slightly overestimated formation pores; at the same time, the solid phase ratio is slightly increased (such as from 1:2 to 1.3:2) to prevent local loss of slurry due to a slightly faster flow rate. For example, in the boundary area between the clay layer and the sand layer, if the permeability coefficient in the low-pressure stage is slightly higher than the threshold, a small adjustment can adapt to the formation changes to avoid excessive adjustment resulting in excessive slurry viscosity.

[0050] If the second permeability coefficient is not greater than the first permeability coefficient threshold, determine the second quantity as the first quantity multiplied by a preset third multiple, and increase the proportion of the solid material in the first ratio by a preset third solid material proportion to determine the second ratio. Among them, the preset third multiple is an adjustment coefficient for dealing with insufficient penetration, and the preset third solid material proportion is a medium-range proportion increase. Specifically, this step is applicable to the scenario of insufficient penetration capacity in the low-pressure stage, which may be caused by poor formation permeability (such as clay layer) or unreasonable slurry ratio (such as too high liquid phase ratio). The control system determines that it is necessary to increase the grouting volume and slurry concentration simultaneously: multiply the first quantity by the third multiple (such as 1.3 times) to ensure that more slurry is used to break through the low-permeability area; at the same time, increase the solid phase ratio (such as adjusting from 1:2 to 1.45:2) to enhance the compaction ability of the slurry and avoid ineffective diffusion due to too thin slurry in the medium-pressure stage. For example, in a clay layer, if the second permeability coefficient is lower than the threshold, increasing the grouting volume and solid phase ratio can help the slurry squeeze the gaps between clay particles and improve the diffusion effect in the medium-pressure stage.

[0051] S305. Inject the second grouting material with the second quantity and the second ratio into the grouting pipe according to the preset second pressure, so that the second grouting material diffuses into the surrounding formation under medium pressure through the first grouting port 16 and the second grouting port 15 in the grouting pipe, and continuously monitor the permeability coefficient. Among them, the preset second pressure represents the grouting pressure value set by the hierarchical grouting control system in the medium-pressure stage, which is between the low pressure and the high pressure and is used to push the adjusted slurry to diffuse deeper into the formation. The second grouting material is the slurry mixed according to the second ratio, and the volume ratio of its solid material (such as cement, fly ash) and liquid material (such as water, water reducer) has been optimized through the parameter adjustment in the previous stage. The second grouting port 15 is used to assist the slurry diffusion in the medium-pressure stage and automatically opens when the pressure reaches the second pressure. Medium-pressure diffusion means that under medium pressure, the slurry is sprayed simultaneously through the first grouting port 16 and the second grouting port 15, not only continuing the penetration path in the low-pressure stage but also expanding the diffusion range through the newly added grouting port. For example, two layers of slurry diffusion areas are formed in the sand layer. Continuously monitoring the permeability coefficient is similar to the low-pressure stage, and data is continuously collected through sensors installed in the grouting pipe or the formation to reflect the diffusion efficiency of the slurry in the formation in the medium-pressure stage.

[0052] Specifically, after the hierarchical grouting control system completes the parameter adjustment of S304, it enters the medium-pressure diffusion stage, which is applicable to scenarios where the slurry coverage needs to be expanded after low-pressure penetration. The system first sends an instruction to the oil pressure pump 2 to increase the grouting pressure to the preset second pressure, and at the same time controls the slurry storage tank 5 to deliver materials according to the second ratio - at this time, the proportion of solid-phase materials may be higher, and the conveying speed of the screw feeder increases accordingly, while the flow rate of liquid materials is reduced through the solenoid valve to ensure that the viscosity of the mixed slurry meets the requirements of medium-pressure diffusion. After the slurry is transported to the grouting pipe through the slurry outlet pipe 6 and the connection module, it not only continues to spray from the first grouting port 16 (oblique cut) at the bottom, but also triggers the opening of the valve of the second grouting port 15 (for example, when the pressure reaches 1.5 MPa, the valve of the rectangular grouting hole automatically opens), forming the effect of simultaneous grouting at two grouting points: in the sand layer, the slurry at the bottom oblique cut continues to penetrate deep, while the second grouting port 15 above diffuses to the surrounding shallower areas, forming a "three-dimensional intersection" diffusion mode; in the clay layer, the medium-pressure slurry makes up for the areas that were not fully penetrated in the low-pressure stage through the second grouting port 15. For example, when the bottom slurry encounters a clay barrier, the slurry from the upper grouting port can bypass the barrier layer and penetrate from the side. During this process, the system monitors the slurry diffusion situation in real time through the permeability coefficient sensor: if the permeability coefficient increases compared to the low-pressure stage, it indicates that the medium-pressure diffusion is effective; if it continues to be lower than expected, the parameters need to be further adjusted.

[0053] S306. If the permeability coefficient is lower than the preset second permeability coefficient threshold, or the second quantity of the grouting material with the second ratio is consumed, then determine that the permeability coefficient at the current moment is the third permeability coefficient; Among them, the preset second permeability coefficient threshold is the critical value set by the control system in the medium-pressure stage, used to judge whether the medium-pressure diffusion reaches the expected effect. If the actual permeability coefficient is lower than this threshold, it indicates that the slurry diffusion in the medium-pressure stage is still insufficient, and there may be deep low-permeability areas or the ratio still needs to be optimized. The consumption of the second quantity of grouting material means that the total amount of slurry mixed according to the second ratio has been completely injected into the formation. At this time, regardless of whether the permeability coefficient meets the standard, the subsequent parameters need to be adjusted according to the current state. The third permeability coefficient is the instantaneous permeability coefficient value when the medium-pressure stage adjustment is triggered.

[0054] Specifically, this step runs continuously in the medium-pressure diffusion stage, and the hierarchical grouting control system monitors two key conditions in real time: 1. The permeability coefficient is lower than the threshold: For example, during medium-pressure grouting in the sand layer, the permeability coefficient gradually drops from the initial 0.006 m / s to 0.007 m / s (lower than the threshold of 0.008 m / s), indicating that there may be a dense sand layer in the deep part of the formation or the slurry viscosity is too high, resulting in hindered diffusion. At this time, the system records the current permeability coefficient of 0.007 m / s as the third permeability coefficient and triggers the parameter adjustment of the high-pressure stage.

[0055] 2. Material depletion: If, after all 12 cubic meters of the second - proportioned slurry are injected, the permeability coefficient is 0.009 m / s (higher than the threshold value of 0.008 m / s), it indicates that the medium - pressure stage has a good effect, the formation has fully received the slurry, and the system records this value as the third permeability coefficient and is ready to enter the high - pressure compaction stage. In actual operation, these two conditions may be triggered successively due to formation differences. For example, in a clay layer, medium - pressure grouting may trigger the condition that the permeability coefficient is lower than the threshold before the material is depleted because of the high viscosity and slow diffusion of the slurry; while in a sand layer, due to good permeability, the slurry may be quickly depleted but the permeability coefficient meets the standard. In either case, the system will suspend medium - pressure grouting and calculate the parameters for the high - pressure stage based on the third permeability coefficient.

[0056] S307. Combine the third permeability coefficient to adjust the second quantity and the second proportion to obtain a third quantity and a third proportion; Among them, the third permeability coefficient represents the actual permeability of the formation at the end of the medium - pressure diffusion stage. The second quantity and the second proportion are the grouting parameters of the medium - pressure stage and may need to be adjusted again due to insufficient medium - pressure diffusion effect or material depletion. The third quantity is the final total grouting volume after adjustment, and the third proportion is the solid - phase / liquid - phase volume ratio in the high - pressure compaction stage. The adjustment goal is to fully compact the formation pores under high pressure by increasing the slurry concentration or the grouting volume to form a high - strength pile - end composite layer.

[0057] The more specific adjustment process is as follows: If the third permeability coefficient is greater than the second permeability coefficient threshold, calculate the second difference between the third permeability coefficient and the second permeability coefficient threshold; the second permeability coefficient threshold is the critical value set by the control system in the medium - pressure stage to determine whether the medium - pressure diffusion reaches the expected effect (for example, set to 0.008 m / s in a sand layer). The second difference is the gap between the third permeability coefficient and the second permeability coefficient threshold, which is used to quantify the deviation of the grouting effect in the medium - pressure stage from the target. Specifically, this step is automatically triggered after the end of the medium - pressure diffusion stage and is applicable to the scenario where the actual permeability of the formation in the medium - pressure stage is still better than expected. The control system first retrieves the third permeability coefficient recorded in the medium - pressure stage and the preset second permeability coefficient threshold, and obtains the second difference through subtraction operation. The purpose of this calculation is to evaluate whether the slurry diffusion in the medium - pressure stage is sufficient. For example, in a cobblestone layer, if the permeability coefficient in the medium - pressure stage is higher than the threshold, it indicates that the deep pores are not yet filled and further parameter adjustment is needed.

[0058] When the second difference is greater than the set second difference threshold, determine the third quantity as the second quantity multiplied by a preset fourth multiple, and increase the proportion of the solid-phase material in the second ratio by a preset fourth solid-phase material proportion; wherein, the set second difference threshold is the standard used by the control system to distinguish "significant excessive diffusion" and "slight excessive diffusion". The preset fourth multiple is a coefficient used to significantly increase the grouting volume, and the preset fourth solid-phase material proportion is a relatively large proportion increase. Specifically, this step is applicable to the scenario where the second difference is large, indicating that the slurry diffusion rate in the medium-pressure stage significantly exceeds the expectation, and there may be large areas of high-permeability regions or fractures in the formation. The control system determines that it is necessary to significantly increase the grouting volume and further increase the slurry concentration: multiply the second quantity by the fourth multiple (such as 1.4 times) to ensure sufficient slurry to fill the deep pores, and at the same time significantly increase the solid-phase ratio (such as adjusting from 1:1.5 to 2.1:1.5) to enhance the compaction ability of the slurry and prevent the slurry from flowing too fast during the high-pressure stage and being unable to consolidate effectively. For example, in a sandy layer with underground fractures, if the second difference is 0.003 m / s, significantly adjusting the parameters can prevent the slurry from flowing out along the fractures and ensure the high-pressure compaction effect.

[0059] When the second difference is not greater than the set second difference threshold, determine the third quantity as the second quantity multiplied by a preset fifth multiple, and increase the proportion of the solid-phase material in the second ratio by a preset fifth solid-phase material proportion; wherein, the preset fifth multiple is a smaller increment coefficient, and the preset fifth solid-phase material proportion is a medium-range proportion increase. Specifically, this step is applicable to the scenario where the second difference is small, indicating that the slurry diffusion rate in the medium-pressure stage is slightly higher than expected, but extreme adjustment is not required. The control system determines that only a small increase in the grouting volume and an appropriate increase in the slurry concentration are needed: multiply the second quantity by the fifth multiple (such as 1.1 times) to supplement and fill the slightly overestimated pores, and at the same time moderately increase the solid-phase ratio (such as adjusting from 1:1.5 to 1.65:1.5) to balance the fluidity and compaction ability of the slurry. For example, in the transitional area between a sandy layer and a clay layer, if the permeability coefficient in the medium-pressure stage is slightly higher than the threshold, a small adjustment can adapt to the gradual change characteristics of the formation and avoid pipeline blockage caused by the slurry being too thick.

[0060] If the third permeability coefficient is not greater than the second permeability coefficient threshold, the third quantity is the second quantity multiplied by a preset sixth multiple, and the proportion of the solid material in the second ratio is reduced by a preset sixth solid material proportion. The preset sixth multiple is a coefficient for reducing the grouting volume (for example, 0.9 times), and the preset sixth solid material proportion is the range for reducing the solid phase ratio (for example, reducing by 10%). Specifically, this step is applicable to scenarios where the penetration ability is insufficient or saturated in the medium-pressure stage, which may be due to the excessive viscosity of the grout causing diffusion obstruction or the formation being fully filled. The control system determines that it is necessary to reduce the grouting volume and lower the solid phase ratio: multiply the second quantity by the sixth multiple (such as 0.9 times) to avoid excessive grouting, and at the same time lower the solid phase ratio (such as adjusting from 1:1.5 to 0.9:1.5), dilute the grout to improve fluidity, and ensure that the grout in the high-pressure stage can effectively compact the remaining pores without waste. For example, in a clay layer, if the permeability coefficient in the medium-pressure stage is lower than the threshold, it indicates that the grout is difficult to diffuse. Reducing the solid phase ratio can reduce the grout consistency and cooperate with the high pressure to improve the diffusion effect.

[0061] S308. Inject the third quantity of the third grouting material with the third ratio into the grouting pipe according to the preset third pressure, so that the third grouting material is densely compacted under high pressure to the surrounding formation through the first grouting port 16, the second grouting port 15, and the third grouting port 14 in the grouting pipe.

[0062] Among them, the preset third pressure represents the highest grouting pressure set by the hierarchical grouting control system in the high-pressure compaction stage, which is used to force the high-concentration grout into the tiny pores or cracks in the formation to further improve the soil density. The third grouting port 14 is a grouting hole on the grouting pipe above the second grouting port 15, which is usually automatically opened in the high-pressure stage and forms upper, middle, and lower three-layer grouting channels with the first and second grouting ports 15. For example, a circular grouting hole is set 1 meter away from the pile end to ensure that the grout covers the formation at different depths. High-pressure compaction means that under high pressure, the grout exerts a compaction force on the formation through multiple grouting ports, forcing the soil particles to rearrange, reducing the pore volume, and forming a dense "pile-grout-soil" complex.

[0063] Specifically, after the control system completes the parameter adjustment in S307, it enters the high-pressure compaction stage. The system first raises the grouting pressure to the preset third pressure, and at the same time controls the slurry storage tank 5 to deliver materials according to the third ratio - at this time, the screw feeder delivers solid-phase materials such as cement at the highest speed, and the solenoid valve greatly reduces the liquid flow rate. After the slurry is transported to the grouting pipe through the slurry outlet pipe 6 and the connection module, the valves of the three grouting ports are triggered to open in sequence: the bottom inclined cut (the first grouting port 16) is responsible for compacting the deep soil at the bottom of the pile end, the middle rectangular hole (the second grouting port 15) fills the middle area of the pile end, and the top third grouting port 14 replenishes the slurry to the shallow soil at the pile end, forming a three-dimensional compaction effect. For example, in the sandy pebble stratum, high-pressure slurry is injected simultaneously through the three grouting ports to completely fill the gaps between the pebbles, and the permeability coefficient can be reduced from the initial 0.01 m / s to below 0.0005 m / s, forming a high-strength reinforcement layer; in the clay stratum, the high-pressure slurry breaks the adhesion between the clay particles and improves the soil strength through the compaction effect. Even if the permeability coefficient does not decrease significantly, the soil density increases, and the pile tip resistance can be increased by more than 40%.

[0064] During this process, the system continuously monitors the grouting pressure and slurry flow rate: if the pressure suddenly soars, it may indicate that the formation is approaching saturation, and the system will gradually reduce the grouting volume until it ends; if the flow rate remains stable, the high pressure will be maintained until all the third quantity of slurry is injected.

[0065] In the embodiments of the present application, due to the technical means of grouting in stages based on different pressures and dynamically adjusting the ratio and quantity of the grouting material according to the real-time monitored permeability coefficient, it is possible to accurately control the grouting process in response to the real-time changes in the formation heterogeneity and permeability characteristics, effectively solving the problems of poor slurry filling effect and insufficient pile foundation bearing capacity caused by fixed grouting parameters and inability to adapt to formation differences in the prior art. Furthermore, it realizes the layer-by-layer filling and compaction of the formation pores by the slurry, enhancing the bonding force between the pile tip and the formation.

[0066] The following describes the staged grouting control system in the embodiments of the present invention application from the perspective of hardware processing. Please refer to Figure 4 , which is a schematic structural diagram of an entity device of the staged grouting control system in the embodiments of the present application.

[0067] It should be noted that Figure 4 the structure of the staged grouting control system shown is only an example and should not bring any limitations to the functions and usage scope of the embodiments of the present invention.

[0068] As Figure 4As shown, the hierarchical grouting control system includes a Central Processing Unit (CPU) 401, which can perform various appropriate actions and processes according to the program stored in the Read-Only Memory (ROM) 402 or the program loaded from the storage section 408 into the Random Access Memory (RAM) 403, such as executing the methods described in the above embodiments. In the RAM 403, various programs and data required for system operation are also stored. The CPU 401, ROM 402, and RAM 403 are connected to each other via a bus 404. An Input / Output (I / O) interface 405 is also connected to the bus 404.

[0069] The following components are connected to the I / O interface 405: an input section 406 including an audio input device, a button switch, etc.; an output section 407 including a Liquid Crystal Display (LCD), an audio output device, an indicator light, etc.; a storage section 408 including a hard disk, etc.; and a communication section 409 including a network interface card such as a LAN (Local Area Network) card, a modem, etc. The communication section 409 performs communication processing via a network such as the Internet. A drive 410 is also connected to the I / O interface 405 as needed. A removable medium 411, such as a magnetic disk, an optical disk, a magneto-optical disk, a semiconductor memory, etc., is installed on the drive 410 as needed so that a computer program read from it can be installed into the storage section 408 as needed.

[0070] Specifically, according to an embodiment of the present invention, the process described above with reference to the flowchart can be implemented as a computer software program. For example, an embodiment of the present invention includes a computer program product, which includes a computer program carried on a computer-readable medium, and the computer program contains a computer program for executing the method shown in the flowchart. In such an embodiment, the computer program can be downloaded and installed from the network via the communication section 409, and / or installed from the removable medium 411. When the computer program is executed by the Central Processing Unit (CPU) 401, various functions defined in the present invention are executed.

[0071] It should be noted that specific examples of computer-readable storage media may include, but are not limited to: electrical connections with one or more wires, portable computer disks, hard disks, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM), flash memory, optical fibers, portable compact disc read-only memory (CD-ROM), optical storage devices, magnetic storage devices, or any suitable combination of the above. In the present invention, a computer-readable storage medium can be any tangible medium that contains or stores a program, which can be used by or in conjunction with an instruction execution system, apparatus, or device.

[0072] The flowcharts and block diagrams in the accompanying drawings illustrate the possible architectures, functions, and operations of systems, methods, and computer program products according to various embodiments of the present invention. Among them, each block in the flowchart or block diagram may represent a module, a program segment, or a part of code, and the above-mentioned module, program segment, or part of code contains one or more executable instructions for implementing the specified logical function. It should also be noted that in some alternative implementations, the functions marked in the blocks may occur in a different order than that marked in the accompanying drawings.

[0073] Specifically, the hierarchical grouting control system of this embodiment includes a processor and a memory, and a computer program is stored on the memory. When the computer program is executed by the processor, the pile-end hierarchical grouting method provided in the above embodiment is implemented.

[0074] On the other hand, the present invention also provides a computer-readable storage medium, which may be included in the hierarchical grouting control system described in the above embodiment; or it may exist alone and not be assembled into the hierarchical grouting control system. The above storage medium carries one or more computer programs. When the above one or more computer programs are executed by a processor of the hierarchical grouting control system, the hierarchical grouting control system is enabled to implement the pile-end hierarchical grouting method provided in the above embodiment.

[0075] As mentioned above, the above embodiments are only used to illustrate the technical solutions of the present application, rather than to limit them; although the present application has been described in detail with reference to the foregoing embodiments, those of ordinary skill in the art should understand that: they can still modify the technical solutions recorded in the foregoing embodiments, or perform equivalent replacements for some of the technical features; and these modifications or replacements do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the various embodiments of the present application.

[0076] As used in the foregoing embodiments, depending on the context, the term "when" may be construed to mean "if" or "after" or "in response to determining" or "in response to detecting". Similarly, depending on the context, the phrase "upon determining" or "if (the stated condition or event) is detected" may be construed to mean "if determined" or "in response to determining" or "when (the stated condition or event) is detected" or "in response to detecting (the stated condition or event)".

[0077] Those of ordinary skill in the art can understand that all or part of the processes in the methods of the foregoing embodiments can be implemented. The processes can be completed by relevant hardware instructed by a computer program, and the program can be stored in a computer-readable storage medium. When the program is executed, it can include the processes of the foregoing method embodiments. The foregoing storage media include: various media such as ROM or random access memory RAM, magnetic disks, or optical discs that can store program codes.

Claims

1. A method for grading grouting at the pile tip, characterized in that, The method includes: Obtaining a first ratio and a first quantity of the grouting material, where the ratio is the volume ratio of the solid-phase material to the liquid-phase material; Injecting the first quantity of the first grouting material with the first ratio into the grouting pipe according to a preset first pressure, so that the first grouting material permeates into the surrounding formation at a low pressure through a first grouting port (16) in the grouting pipe, and the permeability coefficient is monitored in real time; If the permeability coefficient is lower than a preset first permeability coefficient threshold, or the grouting material with the first ratio and the first quantity is consumed, then determine that the permeability coefficient at the current moment is the second permeability coefficient; Adjust the first quantity and the first ratio in combination with the second permeability coefficient to obtain a second quantity and a second ratio; Inject the second quantity of the second grouting material with the second ratio into the grouting pipe according to a preset second pressure, so that the second grouting material diffuses into the surrounding formation at a medium pressure through the first grouting port (16) and a second grouting port (15) in the grouting pipe, and the permeability coefficient is monitored in real time; If the permeability coefficient is lower than a preset second permeability coefficient threshold, or the grouting material with the second ratio and the second quantity is consumed, then determine that the permeability coefficient at the current moment is the third permeability coefficient; Adjust the second quantity and the second ratio in combination with the third permeability coefficient to obtain a third quantity and a third ratio; Inject the third quantity of the third grouting material with the third ratio into the grouting pipe according to a preset third pressure, so that the third grouting material compacts the surrounding formation at a high pressure through the first grouting port (16), the second grouting port (15), and a third grouting port (14) in the grouting pipe.

2. The method according to claim 1, characterized in that, The obtaining of the first ratio and the first quantity of the grouting material includes: Obtaining a first permeability coefficient and first soil layer composition data of the construction area; Inputting the first permeability coefficient and the first soil layer composition data into a pile-end grouting coefficient determination model to obtain the first ratio and the first quantity of the grouting material. The pile-end grouting coefficient determination model is constructed in advance through deep learning based on multiple permeability coefficient sets and soil layer composition data sets with ratio and quantity annotations.

3. The method according to claim 1, wherein The adjusting of the first quantity and the first ratio in combination with the second permeability coefficient to obtain a second quantity and a second ratio includes: If the second permeability coefficient is greater than the first permeability coefficient threshold, calculate a first difference between the second permeability coefficient and the first permeability coefficient threshold; When the first difference is greater than a set first difference threshold, determine that the second quantity is the first quantity multiplied by a preset first multiple, and increase the proportion of the solid-phase material in the first ratio by a preset first solid-phase material proportion to determine the second ratio; When the first difference is not greater than the set first difference threshold, determine that the second quantity is the first quantity multiplied by a preset second multiple, and increase the proportion of the solid-phase material in the first ratio by a preset second solid-phase material proportion to determine the second ratio; If the second permeability coefficient is not greater than the first permeability coefficient threshold, determine the second quantity as the first quantity multiplied by a preset third multiple, and increase the proportion of the solid-phase material in the first ratio by a preset third solid-phase material proportion to determine the second ratio.

4. The method according to claim 1, wherein Adjusting the second quantity and the second ratio in combination with the third permeability coefficient to obtain a third quantity and a third ratio includes: If the third permeability coefficient is greater than the second permeability coefficient threshold, calculate a second difference between the third permeability coefficient and the second permeability coefficient threshold; When the second difference is greater than a set second difference threshold, determine the third quantity as the second quantity multiplied by a preset fourth multiple, and increase the proportion of the solid-phase material in the second ratio by a preset fourth solid-phase material proportion; When the second difference is not greater than the set second difference threshold, determine the third quantity as the second quantity multiplied by a preset fifth multiple, and increase the proportion of the solid-phase material in the second ratio by a preset fifth solid-phase material proportion; If the third permeability coefficient is not greater than the second permeability coefficient threshold, the third quantity is the second quantity multiplied by a preset sixth multiple, and the proportion of the solid-phase material in the second ratio is reduced by a preset sixth solid-phase material proportion.

5. The method according to claim 1, wherein The first grouting port (16) is located at the bottom of the grouting pipe and has an inclined cut with a set cut angle, and the cut angle is the angle between the plane where the inclined cut is located and the horizontal plane.

6. The method according to claim 1, wherein The second grouting port (15) is located above the first grouting port (16). When the grouting pressure is greater than the first valve pressure threshold of the second grouting port (15), the first valve is automatically opened.

7. The method according to claim 1, characterized in that, The third grouting port (14) is located above the second grouting port (15). When the grouting pressure is greater than the second valve pressure threshold of the third grouting port (14), the second valve is automatically opened.

8. A hierarchical grouting control system, characterized in that, The hierarchical grouting control system includes: one or more processors and a memory; the memory is coupled to the one or more processors, the memory is used to store computer program code, the computer program code includes computer instructions, and the one or more processors call the computer instructions to enable the hierarchical grouting control system to execute the method according to any one of claims 1-7.

9. A computer-readable storage medium, comprising instructions, characterized in that, When the instruction runs on the hierarchical grouting control system, it enables the hierarchical grouting control system to execute the method according to any one of claims 1-7.

10. A computer program product, characterized in that, When the computer program product runs on the hierarchical grouting control system, it enables the hierarchical grouting control system to execute the method according to any one of claims 1-7.

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