A composite foundation treatment method based on construction waste aggregate

Abstract

This invention relates to the field of building foundation treatment technology, and more particularly to a composite foundation treatment method based on construction waste aggregate. The method includes: obtaining actual drilling parameters of the submerged borehole equipment for the foundation soil; determining the average geological strength index and geological uniformity coefficient based on the actual drilling parameters to quantify the soil properties; estimating the average undrained shear strength to reflect the soil strength based on the actual drilling parameters and calibrated conversion coefficients; determining the required area replacement ratio under the current soil strength based on the average undrained shear strength; arranging boreholes and precast piles according to the determined actual pile spacing; obtaining the settlement of each layer during the compaction of the precast pile layered filling material to determine the settlement ratio for each compaction blow; and adjusting the filling material quantity of each layer or the borehole arrangement parameters in response to the settlement ratio. This invention allows for dynamic response and adaptive adjustment during the foundation treatment process based on the actual geological conditions of the foundation soil.

Description

Technical Field

[0001] This invention relates to the field of building foundation treatment technology, and in particular to a composite foundation treatment method based on construction waste aggregate. Background Technology

[0002] Traditional construction waste disposal methods mainly involve dumping and landfilling, which not only consumes a large amount of land resources but also poses potential pollution to soil and groundwater. Resource utilization of construction waste has become a critical issue that urgently needs to be addressed. On the other hand, in civil engineering construction, weak foundations such as silt, silty soil, and miscellaneous fill are frequently encountered. These foundations have low bearing capacity and large deformation, making them unsuitable for direct engineering construction and requiring manual treatment. Composite foundation technology, especially composite foundations using granular materials (such as crushed stone piles), is widely used in the foundation treatment of roads, storage yards, and multi-story buildings because it effectively improves foundation bearing capacity, reduces settlement, and is relatively low-cost.

[0003] Currently, traditional crushed stone pile composite foundations typically use natural crushed stone as the pile material. However, the large-scale mining of natural stone leads to serious ecological and environmental problems such as mountain destruction, vegetation damage, and soil erosion. After crushing and screening, construction waste's main components (waste concrete, bricks, tiles, etc.) can be converted into recycled aggregates with physical and mechanical properties similar to natural crushed stone. These recycled aggregates can easily replace natural crushed stone in the formation of piles.

[0004] Chinese Patent Publication No. CN112030932A discloses a method for treating a composite foundation using dynamic compaction piles, comprising: Step 1, determining the spacing between dynamic compaction points or the spacing between dynamic compaction replacement points based on the foundation; Step 2, performing dynamic compaction on deep fill according to the spacing between the dynamic compaction points, forming a compacted pier after dynamic compaction; or performing dynamic compaction replacement on untreated deep fill according to the spacing between the dynamic compaction replacement points, forming a compacted pier after dynamic compaction replacement; Step 3, uniformly arranging and marking multiple deep splitting grouting points between the compacted piers; or uniformly arranging and marking multiple deep splitting grouting points between the compacted piers; Step 4, drilling holes at the marked deep splitting grouting points and performing deep splitting grouting, with the grout solidifying to form a reinforcement. Therefore, the aforementioned method for treating a composite foundation using dynamic compaction piles has the following problems:

[0005] It is impossible to dynamically respond and adaptively adjust the hole layout and pile formation parameters during the foundation treatment process based on the actual geological conditions of the foundation soil. Summary of the Invention

[0006] Therefore, this invention provides a composite foundation treatment method based on construction waste aggregate, which overcomes the problem in the prior art that it is impossible to dynamically and adaptively adjust the hole layout and pile formation parameters according to the actual geological conditions of the foundation soil during the foundation treatment process.

[0007] To achieve the above objectives, the present invention provides a composite foundation treatment method based on construction waste aggregate, comprising:

[0008] Obtain the actual drilling parameters of the sinker for the foundation soil, and determine the average geological strength index and geological uniformity coefficient based on the actual drilling parameters to quantify the soil properties of the foundation soil;

[0009] In response to different soil properties of the foundation soil, the analysis determines whether the pile spacing can meet the theoretical requirements of the foundation bearing capacity, or adopts a differentiated parameter adjustment strategy based on the soil properties of the foundation soil to determine the corresponding range of pile spacing and pile diameter.

[0010] The average undrained shear strength is estimated based on the actual borehole parameters and the calibrated conversion coefficient to reflect the soil strength of the foundation soil, and the required area replacement ratio under the current soil strength is determined based on the average undrained shear strength.

[0011] The required pile spacing is determined based on the required area replacement ratio. In response to the required pile spacing, the analysis is conducted to determine whether the construction pile spacing can meet the theoretical requirements of bearing capacity under the current soil properties. Based on the analysis results and the required pile spacing, the actual pile spacing is determined.

[0012] Based on the determined actual pile spacing and precast piles, the settlement amount of each tamping blow in several layers of precast pile layered filling is obtained to determine the settlement ratio of the corresponding tamping blow. In response to the settlement ratio, the optimal number of tamping blows is determined to adjust the amount of filling material in each layer or adjust the hole layout parameters.

[0013] Obtain the actual total number of tamping blows and the actual total settlement of each layer to reach the stability standard, determine the theoretical-actual deviation index, determine the degree of deviation between theoretical soil properties and actual soil properties based on the theoretical-actual deviation index, and correct and compensate the hole layout parameters and filling tamping parameters according to the degree of deviation.

[0014] The conversion coefficient, which reflects the soil strength of the foundation soil, is redefined as an actual deviation index negative feedback adjustment.

[0015] Furthermore, the process of quantifying the soil properties of the foundation soil includes:

[0016] Real-time monitoring of borehole depth, drill rod torque, and drilling speed; calculation of several geological strength indices of the foundation soil based on the average drill rod torque and average drilling speed within a depth unit; and calculation of the average geological strength index and geological uniformity coefficient based on the several geological strength indices of the foundation soil.

[0017] When the average geological strength index is less than or equal to the first strength threshold, the soil properties are determined to be uniform, and the foundation soil is uniform soft soil.

[0018] When the average geological strength index is greater than or equal to the second strength threshold, the soil properties are determined to be uniform, and the foundation soil is uniform hard soil.

[0019] Furthermore, when the average geological strength index is greater than the first strength threshold but less than the second strength threshold, the uniformity of soil properties is determined based on the geological uniformity coefficient.

[0020] When the geological uniformity coefficient is greater than the critical uniformity coefficient, the soil properties are determined to be non-uniform, with alternating soft and hard surfaces, and the bearing capacity is discrete.

[0021] When the soil properties are uniform, the corresponding range of pile spacing and pile diameter is determined according to whether the soil is uniform soft soil or uniform hard soil.

[0022] When the soil properties are uneven and the bearing capacity is discrete, it is necessary to determine whether the pile spacing can meet the theoretical requirements of the foundation bearing capacity, and to determine the required correspondence between the pile spacing and the pile diameter to adjust the pile spacing.

[0023] Furthermore, the actual torque during hole drilling using the sinker reflects the soil strength of the foundation soil, and the average undrained shear strength is estimated.

[0024] Estimate the characteristic value of the bearing capacity of the natural foundation based on the average undrained shear strength, calculate the required area replacement ratio, determine the required correspondence between pile spacing and pile diameter based on the required area replacement ratio, and calculate the required pile spacing.

[0025] When the required pile spacing is less than the designed construction pile spacing, it is determined that the piles need to be denser and the required pile spacing is used to determine the actual pile spacing.

[0026] When the required pile spacing is greater than the designed construction pile spacing, it is determined that the designed construction pile spacing can meet the theoretical bearing capacity requirements under the current soil properties of the foundation soil, and the actual pile spacing is determined based on the required pile spacing and the designed construction pile spacing.

[0027] Furthermore, when the required pile spacing is greater than the critical coefficient of the construction pile spacing, the construction pile spacing is kept unchanged or the construction pile spacing is increased to the critical coefficient of the construction pile spacing.

[0028] When the required pile spacing is less than or equal to the critical coefficient of the construction pile spacing, the construction pile spacing is kept unchanged or the required pile spacing is used as the actual pile spacing.

[0029] Furthermore, piles are laid out on the foundation soil according to the determined actual pile spacing, and a precast pile is constructed at one of the pile locations;

[0030] The settlement ratio of each tamping blow is calculated based on the settlement amount of each tamping blow in several layers. When the settlement ratio is less than or equal to the standard value, the number of tamping blows for the corresponding tamping blow is determined to be the optimal number of tamping blows.

[0031] If the optimal number of tamping blows is less than the first number of tamping blows, it is determined that the amount of filler in the current layer is below the normal range, and the amount of filler in the next layer is increased according to the ratio of the first number of tamping blows to the optimal number of tamping blows.

[0032] If the optimal number of tamping blows is greater than the second number of tamping blows, it is determined that the amount of filler in the current layer is out of normal range, and the amount of filler in the next layer is reduced according to the ratio of the second number of tamping blows to the optimal number of tamping blows.

[0033] If the settlement of any layer in any single tamping blow exceeds the critical amount, it is determined that there is an abnormal soil response in the foundation soil under the current hole layout parameters, and the precast pile has produced a negative soil squeezing effect. The current precast pile process is terminated, and the hole layout parameters are adjusted to increase the pile spacing.

[0034] Furthermore, during the compaction of the layered fill material of the precast pile, the actual total number of tamping blows for each layer to reach the stability standard is detected, and the actual total settlement of each layer is obtained to calculate the theoretical actual deviation index.

[0035] The stability standard is that the difference in settlement after continuous compaction is less than the stability difference. When the theoretical and actual deviation index approaches the fixed index, construction is carried out according to the determined hole layout parameters and filling compaction parameters.

[0036] When the theoretical-to-actual deviation index is less than the first index evaluation value or greater than the second index evaluation value, it is determined that there is a deviation between the theoretical soil properties and the actual soil properties. Based on the deviation, the hole layout parameters and the filling compaction parameters are corrected and compensated.

[0037] Furthermore, if the evaluation value of the first indicator is less than or equal to the theoretical-actual deviation indicator and less than or equal to the evaluation value of the second indicator, then the theoretical-actual deviation indicator is determined to be close to one.

[0038] If the theoretical-actual deviation index is greater than the third index evaluation value or less than the fourth index evaluation value, the deviation is determined to be within the fine adjustment range of the fill compaction. The fill compaction parameters are then adjusted to compensate for the impact of the deviation on the soil bearing capacity.

[0039] When the theoretical-to-actual deviation index is greater than the second index evaluation value but less than the fourth index evaluation value, the number of tamping blows should be increased to increase the tamping energy based on the theoretical-to-actual deviation index.

[0040] Furthermore, when the theoretical-to-actual deviation index is greater than the third index evaluation value but less than the first index evaluation value, the amount of filler material per layer is reduced according to the theoretical-to-actual deviation index. This "thin layer, less filler" approach is used to avoid deep layer loosening and soil squeezing effects.

[0041] If the theoretical actual deviation index is less than the evaluation value of the third index or greater than the evaluation value of the fourth index, then the deviation is determined to be outside the fine adjustment range of the packing compaction.

[0042] When the theoretical-to-actual deviation index is greater than the fourth index evaluation value, it is determined that the hardness of the foundation soil exceeds the estimated range, and the pile spacing is increased according to the square root of the theoretical-to-actual deviation index.

[0043] When the theoretical-to-actual deviation index is less than the third index evaluation value, it is determined that the hardness of the foundation soil is lower than the estimated range. It is necessary to simultaneously strengthen the pile body and make full use of the soil between the piles, and reduce the amount of fill material per layer and the pile spacing.

[0044] Furthermore, after correcting and compensating for the pore layout parameters and the packing compaction parameters, the theoretical and actual deviation indexes are recalculated.

[0045] If the recalculated theoretical-to-actual deviation index does not approach one, the conversion coefficient should be adjusted according to the theoretical-to-actual deviation. If the theoretical-to-actual deviation index is greater than or less than one, it indicates that the soil hardness of the foundation soil has been underestimated or overestimated, and the conversion coefficient needs to be increased or decreased.

[0046] Compared with existing technologies, the beneficial effects of this invention are that by constructing a closed-loop intelligent control system that integrates geological identification, theoretical prediction, practical verification, and ultimately self-optimization, the reliability, economy, and adaptability of composite foundation treatment based on construction waste aggregate are significantly improved. This method first precisely quantifies soil properties through borehole parameters, intelligently selects differentiated pile layout strategies based on soil homogeneity, correlates borehole dynamic response with soil strength through conversion coefficients, and dynamically calculates the optimal pile spacing to meet bearing capacity requirements, making the pile layout scheme both theoretically rigorous and goal-oriented. In the core pile formation stage, the method uses real-time monitoring of pre-formed pile settlement and the settlement ratio as an objective indicator to reverse-optimize the filling material and compaction process, ensuring pile density and avoiding soil displacement risks, thus achieving a leap from "experience-driven" to "data-driven" construction. Finally, by introducing theoretical-actual deviation indicators to verify the consistency of each stage, and using this to perform negative feedback self-learning on the core conversion coefficients, it can automatically correct model errors and accumulate engineering experience. This allows for continuous evolution and adaptability when facing complex and variable geological conditions and batch differences in construction waste aggregates, ultimately achieving the best balance between bearing capacity and settlement control in large-scale construction and effectively reducing excessive reliance on survey accuracy and aggregate homogeneity.

[0047] Furthermore, this invention achieves a deep integration of environmental benefits and engineering value by utilizing recycled aggregate from construction waste as the vertical reinforcement material for composite foundations. This method not only significantly reduces construction waste consumption and engineering costs but also ensures the reliability of foundation treatment. The layered compaction process guarantees the density and uniformity of the pile body, and the resulting composite foundation's synergistic working mechanism significantly improves overall bearing capacity and controls settlement. Compared to natural aggregates, recycled aggregate piles are more easily deformed in coordination with the surrounding soil, and their rough surface characteristics enhance pile-soil friction. In addition, this method achieves the standardization and large-scale utilization of construction waste resources through standardized processes, providing a practical technical path for green building and sustainable development.

[0048] Furthermore, this invention achieves a leap from "experience-based pre-planning" to "data-driven" composite foundation treatment by constructing a dynamic geological identification and classification system based on real-time borehole data. By collecting and calculating the geological strength index, it accurately identifies typical geological conditions such as uniform soft soil and uniform hard soil. The geological uniformity coefficient effectively identifies complex working conditions with large dispersion in soil bearing capacity. Based on this classification result, a differentiated pile spacing control strategy is adopted. For uniform soil layers, fine-tuning is performed according to the geological strength index within a scientific range; for non-uniform soil layers, a depth analysis module is activated to ensure that the pile layout meets the theoretical bearing capacity requirements. This layered decision-making mechanism effectively overcomes the problem of overly dense or sparse pile layout caused by insufficient geological exploration in traditional methods, significantly improving the utilization efficiency of construction waste aggregate while ensuring the reliability of foundation treatment.

[0049] Furthermore, the drilling parameters—drilling depth, number of drilled piles, and pile spacing—are jointly determined by two major factors: the "load of the superstructure" and the "property of the foundation soil." The core objective of drilling is to meet the two major requirements of bearing capacity and settlement. This invention, by establishing a dynamic design method for composite foundations based on real-time torque monitoring, achieves a fundamental shift in pile layout schemes from "static pre-setting" to "dynamic optimization." Using real-time torque data during the drilling process as the core input parameter, the torque value is converted into the undrained shear strength of the foundation soil, thereby accurately calculating the area replacement ratio and optimal pile spacing required to meet bearing capacity requirements. By intelligently comparing the calculated pile spacing with the pre-set scheme, three precise control strategies are formed. The decision-making mechanism based on real-time data feedback effectively overcomes the problem of unreasonable pile layout caused by inaccurate geological parameter values ​​in traditional methods. This avoids material waste caused by over-design and prevents safety hazards caused by under-design, significantly improving the reliability and economy of using recycled construction waste aggregates in composite foundation treatment.

[0050] Furthermore, theoretical property analyses based on drilling parameters conducted before precast pile construction may contain errors or discrepancies. This method monitors the settlement of each layer in real time during precast pile construction, dynamically determines the optimal number of blows by calculating the settlement ratio—a key indicator—and intelligently adjusts the fill material quantity accordingly. When the number of blows is too low, the fill material quantity is automatically increased to ensure pile compaction; when the number of blows is too high, the fill material quantity is reduced to avoid energy waste. By setting a critical settlement threshold, abnormal conditions such as soil squeezing effects can be identified in a timely manner, and the pile spacing can be automatically adjusted to avoid construction risks. This data-driven closed-loop control method effectively solves the problem of unstable pile quality caused by uneven fill material and improper compaction energy in traditional processes, significantly improving the forming quality and bearing capacity of recycled aggregate piles, providing a reliable guarantee for the composite foundation treatment effect, and simultaneously achieving refined management and risk pre-control of the construction process.

[0051] Furthermore, since the core objective of drilling parameters is to meet the two major requirements of bearing capacity and settlement, there is a correlation between compaction parameters, soil properties, and borehole layout parameters. This method, combined with the analysis of precast piles above, adjusts the compaction parameters in conjunction with the drilling parameters to jointly meet the bearing capacity requirements. A theoretical-to-actual deviation index is introduced as a core evaluation parameter. By comparing the difference between theoretical compaction parameters and actual energy consumption, and combining the matching degree between the inverted pile spacing and the designed pile spacing, a multi-level, intelligent control system is constructed. When the index shows a slight deviation, the system automatically adjusts the compaction energy or filler quantity for precise compensation; when a significant deviation occurs, the collaborative optimization of pile spacing and compaction parameters is initiated, employing a combination strategy of "increasing pile spacing - decreasing density" or "decreasing pile spacing - increasing replacement rate." This closed-loop control method based on quantitative indicators effectively solves the problems of insufficient bearing capacity or material waste caused by sudden changes in soil properties or fluctuations in aggregate performance in traditional construction. It ensures that recycled aggregates from construction waste can form high-quality reinforcements under different geological conditions, significantly improving the success rate and economy of composite foundation treatment, and enhancing the engineering application adaptability of recycled materials.

[0052] Furthermore, after completing parameter correction and compensation, this method verifies the adjustment effect by recalculating the theoretical-to-actual deviation index, and uses this index to negatively adjust the core parameter, the soil strength conversion coefficient. When the index shows systematic deviations, the conversion coefficient is dynamically adjusted according to the set learning rate, effectively solving the model prediction errors caused by equipment wear, aggregate performance fluctuations, or regional geological differences. This allows for the continuous accumulation of engineering experience, gradually improving the accuracy of geological identification and forming a precise virtuous cycle. It enhances the adaptability of recycled construction waste aggregates under different engineering conditions, providing core technical support for the standardization and intelligentization of composite foundation treatment. Attached Figure Description

[0053] Figure 1This is a flowchart of the method for composite foundation treatment based on construction waste aggregate in an embodiment of the present invention;

[0054] Figure 2 This is a flowchart illustrating the process of quantifying the soil properties of foundation soil in an embodiment of the present invention;

[0055] Figure 3 This is a schematic diagram of the process for adjusting the amount of filler according to the optimal number of tamping blows in an embodiment of the present invention;

[0056] Figure 4 This is a schematic diagram illustrating the process of adjusting the conversion coefficient based on the theoretical and actual deviations in an embodiment of the present invention. Detailed Implementation

[0057] To make the objectives and advantages of the present invention clearer, the present invention will be further described below with reference to embodiments; it should be understood that the specific embodiments described herein are merely for explaining the present invention and are not intended to limit the present invention.

[0058] Preferred embodiments of the present invention will now be described with reference to the accompanying drawings. Those skilled in the art should understand that these embodiments are merely illustrative of the technical principles of the present invention and are not intended to limit the scope of protection of the present invention.

[0059] It should be noted that in the description of this invention, the terms "upper", "lower", "left", "right", "inner", "outer", etc., which indicate directions or positional relationships, are based on the directions or positional relationships shown in the accompanying drawings. This is only for the convenience of description and is not intended to indicate or imply that the device or element must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, it should not be construed as a limitation of this invention.

[0060] Furthermore, it should be noted that, in the description of this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; 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; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0061] Please see Figures 1-4 As shown, Figure 1 This is a flowchart of the method for composite foundation treatment based on construction waste aggregate in an embodiment of the present invention; Figure 2 This is a flowchart illustrating the process of quantifying the soil properties of foundation soil in an embodiment of the present invention; Figure 3 This is a schematic diagram of the process for adjusting the amount of filler according to the optimal number of tamping blows in an embodiment of the present invention; Figure 4This is a schematic diagram illustrating the process of adjusting the conversion coefficient based on the theoretical and actual deviations in an embodiment of the present invention.

[0062] This invention provides a method for composite foundation treatment based on construction waste aggregate, comprising:

[0063] Step S1: Obtain the actual drilling parameters of the sinker for the foundation soil, and determine the average geological strength index and geological uniformity coefficient based on the actual drilling parameters to quantify the soil properties of the foundation soil.

[0064] Step S2: In response to different soil properties of the foundation soil, analyze and determine whether the pile spacing can meet the theoretical requirements of the foundation bearing capacity, or adopt a differentiated parameter adjustment strategy according to the soil properties of the foundation soil to determine the corresponding range of pile spacing and pile diameter.

[0065] Step S3: Estimate the average undrained shear strength based on the actual borehole parameters and the calibrated conversion coefficient to reflect the soil strength of the foundation soil, and determine the required area replacement ratio under the current soil strength based on the average undrained shear strength.

[0066] Step S4: Determine the required pile spacing based on the required area replacement ratio; Analyze whether the construction pile spacing can meet the theoretical bearing capacity requirements under the current soil properties in response to the required pile spacing; Determine the actual pile spacing based on the analysis results and the required pile spacing.

[0067] Step S5: According to the determined actual pile spacing, the settlement of each layer of precast piles during the compaction of layered filling material is obtained to determine the settlement ratio of each compaction. In response to the settlement ratio, the optimal number of compaction blows is determined to adjust the amount of filling material in each layer or the hole layout parameters.

[0068] Step S6: Obtain the actual total number of tamping blows and the actual total settlement of each layer to reach the stability standard, determine the theoretical-actual deviation index, determine the degree of deviation between theoretical soil properties and actual soil properties based on the theoretical-actual deviation index, and correct and compensate the hole layout parameters and filling tamping parameters according to the degree of deviation.

[0069] Step S7: Determine again the conversion coefficient that reflects the soil strength of the foundation soil in the negative feedback adjustment of the actual deviation index.

[0070] Specifically, by constructing a closed-loop intelligent control system that integrates geological identification, theoretical prediction, practical verification, and ultimately self-optimization, the reliability, economy, and adaptability of composite foundation treatment based on construction waste aggregates have been significantly improved. This method first precisely quantifies soil properties through borehole parameters, intelligently selects differentiated pile layout strategies based on soil homogeneity, correlates borehole dynamic response with soil strength through conversion coefficients, and dynamically calculates the optimal pile spacing to meet bearing capacity requirements, making the pile layout scheme both theoretically rigorous and goal-oriented. In the core pile formation stage, the method uses real-time monitoring of pre-formed pile settlement and the settlement ratio as an objective indicator to reverse-optimize the filling material and compaction process, ensuring pile density and avoiding soil displacement risks, thus achieving a leap from "experience-driven" to "data-driven" construction. Finally, by introducing theoretical-actual deviation indicators to verify the consistency of each stage, and using this to perform negative feedback self-learning on the core conversion coefficients, it can automatically correct model errors and accumulate engineering experience. This allows for continuous evolution and adaptability when facing complex and variable geological conditions and batch differences in construction waste aggregates, ultimately achieving the best balance between bearing capacity and settlement control in large-scale construction and effectively reducing excessive reliance on survey accuracy and aggregate homogeneity.

[0071] The process of composite foundation treatment based on construction waste aggregate includes drilling holes in the foundation, filling them with pile material with recycled construction waste aggregate as the main component, compacting it to form a vertical reinforcement, which together with the soil between the piles forms a composite foundation, thereby improving the bearing capacity of the foundation and reducing settlement. The vertical reinforcement is a recycled aggregate pile.

[0072] Specifically, the main material of recycled aggregate piles is recycled coarse aggregate (with a particle size of 5-40mm) obtained from construction waste through processes such as crushing, screening, sorting, and washing. The aggregate sources are mainly waste concrete, bricks, and tiles.

[0073] Depending on the project requirements, a small amount of cement, lime, or fly ash can be added to form a cementing material that provides a bonding effect and improves the strength of the pile.

[0074] Admixtures such as water-reducing agents and early-strength agents can be added to improve work performance. The soil between piles is the original soft soil layer, such as silt, silty soil, and fill.

[0075] The cushion layer is a layer of granular material (such as medium-coarse sand, crushed stone, or graded gravel) laid between the pile top and the foundation, typically 150-500 mm thick. Its function is to coordinate the deformation between the pile and the soil, ensuring that the pile and soil share the load.

[0076] During implementation, construction preparations are carried out before construction, including site cleaning and leveling, detailed geological surveys, and inspection of the recycled aggregates from construction waste entering the site to ensure that their particle size, mud content, impurity content, crushing index, etc., meet the design requirements.

[0077] The pile positions are accurately laid out according to the design parameters, the pile driver is positioned and leveled. In this embodiment, the long spiral drilling method is used for the hole formation process. The long spiral drilling machine is used to drill to the design depth, and then the filling is carried out through the center pipe of the drill rod or the hole opening, which has a wider range of applications.

[0078] The filling and compaction process includes filling the hole with recycled aggregate (or a mixture of recycled aggregate and cementitious material) in layers; after each certain amount is filled, it is compacted with a special tamping hammer. The tamping energy, the amount of filling material, and the number of tamping blows are the key parameters for controlling the density and bearing capacity of the pile body; the filling and compaction are repeated until the filling material reaches the design elevation of the pile top, forming a dense recycled aggregate pile.

[0079] Specifically, this invention achieves a deep integration of environmental benefits and engineering value by utilizing recycled aggregate from construction waste as the vertical reinforcement material for composite foundations. This method not only significantly reduces construction waste consumption and engineering costs but also ensures the reliability of foundation treatment. Layered compaction ensures the density and uniformity of the piles, and the resulting composite foundation's synergistic working mechanism significantly improves overall bearing capacity and controls settlement. Compared to natural aggregates, recycled aggregate piles are more easily deformed in harmony with the surrounding soil, and their rough surface enhances pile-soil friction. Furthermore, this method achieves standardized and large-scale utilization of construction waste resources through standardized processes, providing a practical technical path for green building and sustainable development.

[0080] A sensor system is integrated into the long spiral drilling rig used for hole forming to monitor the drill rod torque, drilling speed and drilling depth in real time. Ti, Vi and H are the average drill rod torque (kN·m) at the i-th depth, Vi is the average drilling speed (m / min) at the i-th depth, and H is the current drilling depth (m).

[0081] Based on the monitoring data, the soil properties are quantified, and several geological strength indices of the foundation soil are calculated. The geological strength index is calculated as follows: (Ti / Tm)×(Vr / Vi), where Tm is the rated maximum torque of the drilling rig and Vr is the reference drilling speed. The reference drilling speed mentioned in the implementation is 2.0 m / min.

[0082] The average geological strength index and the geological uniformity coefficient are calculated based on several geological strength indices of the foundation soil. The average geological strength index is the average value of several geological strength indices, and the geological uniformity coefficient is the ratio of the standard deviation of several geological strength indices to the average geological strength index.

[0083] When the average geological strength index is less than or equal to the first strength threshold, the soil properties are determined to be uniform, and the foundation soil is uniform soft soil.

[0084] When the average geological strength index is greater than or equal to the second strength threshold, the soil properties are determined to be uniform and the foundation soil is uniform hard soil.

[0085] When the average geological strength index is greater than the first strength threshold but less than the second strength threshold, the uniformity of soil properties is determined based on the geological uniformity coefficient.

[0086] Specifically, when the geological uniformity coefficient is less than or equal to the critical uniformity coefficient, the soil properties are considered uniform.

[0087] When the geological uniformity coefficient is greater than the critical uniformity coefficient, the soil properties are determined to be uneven, with alternating soft and hard surfaces, and the bearing capacity exhibits large dispersion.

[0088] Wherein, the first intensity threshold is 0.3, the second intensity threshold is 0.7, and the critical uniformity coefficient is 0.5.

[0089] When the soil properties are uniform, a differentiated parameter adjustment strategy is adopted according to the soil characteristics of the foundation soil. The corresponding range of pile spacing and pile diameter is determined according to the soil characteristics. Within the corresponding range, the adjustment is made according to the ratio of the average geological strength index to the strength threshold. The corresponding range = pile spacing / pile diameter.

[0090] Specifically, when the foundation soil is uniform soft soil, the corresponding range during implementation is 3.0-4.0;

[0091] When the foundation soil is uniform hard soil, the corresponding range during implementation is 2.0-2.5;

[0092] When the soil properties are uneven and the bearing capacity is discrete, further analysis is needed to determine whether the designed construction pile spacing can meet the theoretical requirements of the foundation bearing capacity, and to determine the required correspondence between pile spacing and pile diameter to adjust the pile spacing.

[0093] It is understood that the parameters designed in this embodiment are parameters determined by the implementer before the hole forming process. The implementer can determine the designed parameters based on existing technology, which will not be elaborated here.

[0094] Specifically, this invention achieves a leap from "experience-based pre-planning" to "data-driven" composite foundation treatment by constructing a dynamic geological identification and classification system based on real-time borehole data. By collecting and calculating the geological strength index, it accurately identifies typical geological conditions such as uniform soft soil and uniform hard soil. The geological uniformity coefficient effectively identifies complex conditions with large dispersion in soil bearing capacity. Based on this classification result, a differentiated pile spacing control strategy is adopted. For uniform soil layers, fine-tuning is performed according to the geological strength index within a scientific range; for non-uniform soil layers, a depth analysis module is activated to ensure that the pile layout meets the theoretical bearing capacity requirements. This layered decision-making mechanism effectively overcomes the problem of overly dense or sparse pile layout caused by insufficient geological surveys in traditional methods, significantly improving the utilization efficiency of construction waste aggregate while ensuring the reliability of foundation treatment.

[0095] The soil strength of the foundation soil is reflected by the actual torque during hole drilling using a countersinking equipment. The average undrained shear strength is estimated by the formula: average undrained shear strength = conversion factor × average torque throughout the entire process. The average torque throughout the entire process is the average value of several actual torques detected during drilling using the countersinking equipment. The conversion factor is related to the drilling rig model and is determined through calibration tests in practice.

[0096] Estimate the characteristic value of the natural foundation bearing capacity based on the average undrained shear strength, and calculate the required area replacement ratio.

[0097] Specifically, the required area replacement ratio = (design required characteristic value of foundation bearing capacity - reduction coefficient of soil bearing capacity between piles × characteristic value of natural foundation bearing capacity) / (characteristic value of single pile bearing capacity / cross-sectional area of ​​single pile - reduction coefficient of soil bearing capacity between piles × characteristic value of natural foundation bearing capacity).

[0098] In practice, the unit for the characteristic value of foundation bearing capacity is kPa, the unit for the characteristic value of single pile bearing capacity is kN, and the unit for the cross-sectional area of ​​a single pile is m². 2 The characteristic value of the bearing capacity of the natural foundation is 5.14 × the average undrained shear strength.

[0099] Determine the required correspondence between pile spacing and pile diameter based on the required area replacement ratio, and calculate the required pile spacing. The required pile spacing is compared with the designed construction pile spacing;

[0100] When the required pile spacing is less than the designed construction pile spacing, it is determined that the piles need to be denser and the required pile spacing is used to determine the actual pile spacing.

[0101] When the required pile spacing is greater than the designed construction pile spacing, it is determined that the designed construction pile spacing can meet the theoretical bearing capacity requirements under the current soil properties of the foundation soil. The actual pile spacing is determined based on the required pile spacing and the designed construction pile spacing.

[0102] Specifically, when the required pile spacing is greater than the critical coefficient of the construction pile spacing, the construction pile spacing is kept unchanged or the construction pile spacing is increased to the critical coefficient of the construction pile spacing.

[0103] When the required pile spacing is less than or equal to the critical coefficient of the construction pile spacing, the construction pile spacing is kept unchanged or the required pile spacing is used as the construction pile spacing.

[0104] In practice, the critical coefficient is 1.2.

[0105] Specifically, the drilling parameters—drilling depth, number of drilled piles, and pile spacing—are jointly determined by two major factors: the "load of the superstructure" and the "property of the foundation soil." The core objective of drilling is to meet the two major requirements of bearing capacity and settlement. This invention achieves a fundamental shift in pile layout schemes from "static pre-setting" to "dynamic optimization" by establishing a dynamic design method for composite foundations based on real-time torque monitoring. Real-time torque data during the drilling process is used as the core input parameter, converting the torque value into the undrained shear strength of the foundation soil to accurately calculate the area replacement ratio and optimal pile spacing required to meet bearing capacity requirements. By intelligently comparing the calculated pile spacing with the pre-set scheme, three precise control strategies are formed. The decision-making mechanism based on real-time data feedback effectively overcomes the problem of unreasonable pile layout caused by inaccurate geological parameter values ​​in traditional methods. This avoids material waste caused by over-design and prevents safety hazards caused by under-design, significantly improving the reliability and economy of using recycled construction waste aggregates in composite foundation treatment.

[0106] After determining the actual pile spacing, precast piles are constructed, and the actual process of compacting the layered filling material for the precast piles is analyzed.

[0107] Piles are laid out on the foundation soil according to the determined actual pile spacing. A precast pile is constructed at one of the pile locations. Filling is carried out according to the designed filling volume for several layers (layer j). 3 ), and detect the settlement (m) of each impact (kth impact) of several layers;

[0108] The settlement ratio of each tamping blow is calculated based on the settlement amount of each tamping blow across several layers. The settlement ratio of each tamping blow is the ratio of the settlement amount of each tamping blow to the settlement amount of the initial tamping blow.

[0109] When the settlement ratio is less than or equal to the standard value, the number of tamping blows corresponding to that value is determined to be the optimal number of tamping blows, and the amount of filler material per layer is adjusted according to the optimal number of tamping blows.

[0110] Specifically, if the optimal number of tamping blows is less than the first number of tamping blows, it is determined that the amount of filler in the current layer is below the normal range, and the amount of filler in the next layer is increased according to the ratio of the first number of tamping blows to the optimal number of tamping blows.

[0111] If the optimal number of tamping blows is greater than the second number of tamping blows, it is determined that the amount of filler in the current layer is out of normal range, and the amount of filler in the next layer is reduced according to the ratio of the second number of tamping blows to the optimal number of tamping blows.

[0112] If the settlement of any layer in any single tamping blow is greater than the critical amount, it is determined that there is an abnormal soil response in the foundation soil under the current hole layout parameters, the precast pile has produced a negative soil squeezing effect, the current precast pile process is terminated, and the hole layout parameters are adjusted to increase the pile spacing.

[0113] In practice, the standard value is 0.1, the first number of tamping blows is 6, the second number of tamping blows is 10, the critical quantity is 30cm, and the pile spacing is increased to 1.1 times in practice.

[0114] Specifically, theoretical property analyses based on drilling parameters conducted before precast pile construction may contain errors or discrepancies. This method monitors the settlement of each layer in real time during precast pile construction, dynamically determines the optimal number of blows by calculating the settlement ratio, a key indicator, and intelligently adjusts the fill material amount accordingly. When the number of blows is too low, the fill material amount is automatically increased to ensure pile compaction; when the number of blows is too high, the fill material amount is reduced to avoid energy waste. By setting a critical settlement threshold, abnormal conditions such as soil squeezing effects can be identified in a timely manner, and the pile spacing can be automatically adjusted to avoid construction risks. This data-driven closed-loop control method effectively solves the problem of unstable pile quality caused by uneven fill material and improper compaction energy in traditional processes, significantly improving the forming quality and bearing capacity of recycled aggregate piles, providing a reliable guarantee for the composite foundation treatment effect, and realizing refined management and risk pre-control of the construction process.

[0115] The compaction parameters of the fill material include the fill material parameters and the compaction parameters. The fill material parameters include the number of fill material layers and the amount of fill material in each layer. The compaction parameters include the compaction energy and the number of compaction blows. The compaction parameters are the key parameters for controlling the density and bearing capacity of the pile body.

[0116] During the layered filling compaction process of precast piles, the actual total number of tamping blows for each layer to reach the stability standard is detected, the actual total settlement of each layer is obtained, and the theoretical actual deviation index is calculated.

[0117] In practice, the stability standard is that the difference in settlement after continuous compaction is less than the stability difference. The actual average number of compaction blows required per layer is determined based on the actual total number of compaction blows required for each layer to reach the stability standard.

[0118] Specifically, the theoretical-actual deviation index = (theoretical number of tamping blows per layer / actual total number of tamping blows) × (determined pile spacing / inverted pile spacing);

[0119] The inverted pile spacing is a derived value, used to represent the actual pile spacing corresponding to the soil strength of the foundation soil in order to match the actual impact energy consumption.

[0120] During implementation, the actual tamping energy consumed per layer is calculated by back-calculating the average number of tamping blows required per layer. Tamping energy = hammer weight × drop distance × number of blows. Actual soil strength = estimated soil strength × (actual tamping energy consumed per layer / theoretical tamping energy). The theoretical tamping energy is related to the theoretical number of tamping blows per layer designed.

[0121] Substitute the actual soil strength into the bearing capacity formula to determine the actual required replacement ratio, and invert the pile spacing = .

[0122] When the theoretical and actual deviation indicators approach one, construction is carried out according to the determined hole layout parameters and filler compaction parameters;

[0123] Specifically, if the first indicator is fixed at one, and the theoretical-actual deviation indicator is less than or equal to the second indicator, then the theoretical-actual deviation indicator is determined to be close to one.

[0124] When the theoretical-to-actual deviation index is less than the first index evaluation value or greater than the second index evaluation value, it is determined that there is a deviation between the theoretical soil properties and the actual soil properties. Based on the deviation, the hole layout parameters and the filling compaction parameters are corrected and compensated.

[0125] Specifically, if the theoretical-to-actual deviation index is greater than the third index evaluation value or less than the fourth index evaluation value, the deviation is determined to be within the fine adjustment range of the fill compaction. The fill compaction parameters are then adjusted to compensate for the impact of the deviation on the soil bearing capacity.

[0126] During implementation, when the theoretical-to-actual deviation index is greater than the second index evaluation value but less than the fourth index evaluation value, the number of tamping blows is increased to increase the tamping energy based on the theoretical-to-actual deviation index.

[0127] When the theoretical-actual deviation index is greater than the third index evaluation value but less than the first index evaluation value, the amount of filler in each layer is reduced according to the theoretical-actual deviation index. This "thin layer, less fill" approach is used to avoid deep loosening and soil squeezing effects.

[0128] If the theoretical actual deviation index is less than the evaluation value of the third index or greater than the evaluation value of the fourth index, then the deviation is determined to be outside the fine adjustment range of the packing compaction.

[0129] When the theoretical-to-actual deviation index is greater than the fourth index evaluation value, it is determined that the hardness of the foundation soil exceeds the estimated range, and the pile spacing is increased according to the square root of the theoretical-to-actual deviation index.

[0130] When the theoretical-actual deviation index is less than the third index evaluation value, it is determined that the hardness of the foundation soil is lower than the estimated range. It is necessary to simultaneously strengthen the pile body and make full use of the soil between piles, and reduce the amount of fill material per layer and the pile spacing.

[0131] In practice, the pile spacing is reduced by the square root of the ratio of the theoretical to the actual deviation index in order to increase the area replacement rate and compensate for the lack of soil between the piles.

[0132] The stability difference is 5mm, the evaluation value of the first indicator is 0.95, the evaluation value of the second indicator is 1.05, the evaluation value of the third indicator is 0.8, and the evaluation value of the fourth indicator is 1.2.

[0133] Specifically, since the core objective of drilling parameters is to meet the two major requirements of bearing capacity and settlement, there is a correlation between compaction parameters, soil properties, and borehole layout parameters. This method, combined with the analysis of precast piles above, adjusts the compaction parameters in conjunction with the drilling parameters to jointly meet the bearing capacity requirements. A theoretical-to-actual deviation index is introduced as a core evaluation parameter. By comparing the difference between theoretical compaction parameters and actual energy consumption, and combining the matching degree between the inverted pile spacing and the design pile spacing, a multi-level, intelligent control system is constructed. When the index shows a slight deviation, the system automatically adjusts the compaction energy or filler quantity for precise compensation; when a significant deviation occurs, the collaborative optimization of pile spacing and compaction parameters is initiated, employing a combination strategy of "increasing pile spacing - decreasing density" or "decreasing pile spacing - increasing replacement rate." This closed-loop control method based on quantitative indicators effectively solves the problems of insufficient bearing capacity or material waste caused by sudden changes in soil properties or fluctuations in aggregate performance in traditional construction. It ensures that recycled aggregates from construction waste can form high-quality reinforcements under different geological conditions, significantly improving the success rate and economy of composite foundation treatment.

[0134] After correcting and compensating the hole layout parameters and filling compaction parameters, the theoretical and actual deviation index is recalculated. Based on the recalculated theoretical and actual deviation index, the conversion coefficient of the soil strength reflecting the foundation soil through the actual torque is adjusted using negative feedback.

[0135] If the recalculated theoretical-to-actual deviation index approaches one, then the compensation adjustment is deemed effective.

[0136] If the recalculated theoretical-actual deviation index does not approach one, the conversion coefficient is adjusted according to the theoretical-actual deviation.

[0137] Specifically, if the theoretical deviation index is greater or less than one, it indicates that the estimated soil hardness of the foundation soil is greater or less than the actual situation, and the conversion factor needs to be increased or decreased.

[0138] In practice, the adjusted conversion coefficient is the product of the unadjusted conversion coefficient, the theoretical actual deviation index, and the learning rate, wherein the learning rate ranges from 0.3 to 0.7.

[0139] Specifically, after completing parameter correction and compensation, this method verifies the adjustment effect by recalculating the theoretical-to-actual deviation index, and then uses this index to negatively adjust the core parameter, the soil strength conversion coefficient. When the index shows systematic deviations, the conversion coefficient is dynamically adjusted according to the set learning rate. This effectively solves the model prediction errors caused by equipment wear, aggregate performance fluctuations, or regional geological differences. It can continuously accumulate engineering experience, gradually improve the accuracy of geological identification, and form a precise virtuous cycle. This enhances the adaptability of recycled construction waste aggregates under different engineering conditions and provides core technical support for the standardization and intelligentization of composite foundation treatment.

[0140] After all piles are constructed, the loose soil on the pile tops is removed, a bedding layer of the designed thickness is laid, and it is compacted with a plate vibrator.

[0141] The bearing capacity of the composite foundation and the integrity of the single pile are tested by methods such as static load test, dynamic penetration test, and low strain method. After passing the test, the foundation is accepted.

[0142] The technical solution of the present invention has been described above with reference to the preferred embodiments shown in the accompanying drawings. However, it will be readily understood by those skilled in the art that the scope of protection of the present invention is obviously not limited to these specific embodiments. Without departing from the principles of the present invention, those skilled in the art can make equivalent changes or substitutions to the relevant technical features, and the technical solutions after these changes or substitutions will all fall within the scope of protection of the present invention.

[0143] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for treating a composite ground based on construction waste aggregate, characterized by, The method comprises: obtaining actual drilling parameters of a sinkhole device for a foundation soil, determining a geological strength average index and a geological uniformity coefficient based on the actual drilling parameters, and quantifying soil properties of the foundation soil; in response to the soil properties of the foundation soil, analyzing whether the pile spacing can meet the theoretical requirement of foundation bearing capacity, and determining the corresponding interval range of the pile spacing and the pile diameter according to the soil properties of the foundation soil by using a differentiated parameter adjustment strategy; based on the actual drilling parameters and the calibrated conversion coefficient, estimating the average undrained shear strength to quantify the soil strength of the foundation soil, and determining the required area replacement rate under the current soil strength based on the average undrained shear strength; based on the required area replacement rate, determining the required pile spacing of the foundation soil, analyzing whether the construction pile spacing can meet the theoretical requirement of bearing capacity under the current soil properties, and determining the actual pile spacing based on the analysis result and the required pile spacing; according to the actual pile spacing, arranging holes and pre-piling, obtaining the settlement of each layer of pre-piled filler compaction in several layers of each tamping, determining the settlement ratio of the corresponding tamping, and adjusting the amount of filler or adjusting the hole arrangement parameters based on the settlement ratio to determine the optimal tamping number; obtaining the actual total tamping number and the actual total tamping amount of each layer reaching the stability standard, determining a theoretical actual deviation index, determining the deviation degree of the theoretical soil properties and the actual soil properties based on the theoretical actual deviation index, and correcting and compensating the hole arrangement parameters and the filler tamping parameters according to the deviation degree; determining the conversion coefficient of the soil strength of the foundation soil by negative feedback adjustment of the theoretical actual deviation index again.

2. The construction waste aggregate-based composite ground treatment method according to claim 1, characterized by, The process of quantifying the soil properties of the foundation soil comprises: real-time monitoring of drilling depth, drill pipe torque and drilling speed, calculating a plurality of geological strength indexes of the foundation soil according to the average drill pipe torque and the average drilling speed in a unit of depth, calculating the geological strength average index and the geological uniformity coefficient according to the plurality of geological strength indexes of the foundation soil; when the geological strength average index is less than or equal to a first strength threshold, it is determined that the soil properties are uniform, and the foundation soil is uniform soft soil; when the geological strength average index is greater than or equal to a second strength threshold, it is determined that the soil properties are uniform, and the foundation soil is uniform hard soil.

3. The construction waste aggregate-based composite ground treatment method according to claim 2, characterized by, when the geological strength average index is greater than the first strength threshold and less than the second strength threshold, the uniformity of the soil properties is determined according to the geological uniformity coefficient; when the geological uniformity coefficient is greater than a critical uniformity coefficient, it is determined that the soil properties are not uniform; when the soil properties are uniform, the corresponding interval range of the pile spacing and the pile diameter is determined according to whether the soil properties are uniform soft soil or uniform hard soil; when the soil properties are not uniform, it is determined whether the pile spacing can meet the theoretical requirement of foundation bearing capacity, and the required corresponding relationship of the pile spacing and the pile diameter is determined to adjust the pile spacing.

4. The construction waste aggregate-based composite ground treatment method according to claim 3, characterized by, The soil strength of the foundation soil is quantified by the actual torque of the sinkhole device during hole forming, and the average undrained shear strength is estimated by combining the conversion coefficient; the natural foundation bearing capacity characteristic value is estimated according to the average undrained shear strength, the required area replacement rate is calculated, the required corresponding relationship of the pile spacing and the pile diameter is determined according to the required area replacement rate, and the required pile spacing is calculated; when the required pile spacing is less than the designed construction pile spacing, it is determined that the pile arrangement needs to be densified, and the required pile spacing is used to determine the actual pile spacing. When the required pile spacing is greater than the designed construction pile spacing, it is determined that the designed construction pile spacing can meet the theoretical bearing capacity requirement under the current soil characteristics of the foundation soil body, and the actual pile spacing is determined according to the required pile spacing and the designed construction pile spacing.

5. The construction waste aggregate-based composite ground treatment method according to claim 4, characterized by, When the required pile spacing is greater than the critical coefficient of the construction pile spacing, the construction pile spacing is maintained or increased to the critical coefficient of the construction pile spacing; When the required pile spacing is less than or equal to the critical coefficient of the construction pile spacing, the construction pile spacing is maintained or the required pile spacing is taken as the actual pile spacing.

6. The construction waste aggregate-based composite ground treatment method according to claim 5, characterized by, According to the determined actual pile spacing, the piles are arranged on the foundation soil body, and a pre-pile is performed at one of the pile positions; The settlement ratio of each tamping of a plurality of layers is calculated according to the settlement amount of each tamping, and when the settlement ratio is less than or equal to a standard value, it is determined that the tamping number of the corresponding tamping is the optimal tamping number, wherein, If the optimal tamping number is less than the first tamping number, it is determined that the filler amount of the current layer is below the normal range, and the filler amount of the next layer is increased according to the ratio of the first tamping number to the optimal tamping number; If the optimal tamping number is greater than the second tamping number, it is determined that the filler amount of the current layer exceeds the normal range, and the filler amount of the next layer is reduced according to the ratio of the second tamping number to the optimal tamping number; If the settlement amount of any tamping of any layer is greater than a critical amount, it is determined that the foundation soil body has an abnormal soil body response under the current hole arrangement parameters, and the current pre-pile process is terminated, and the hole arrangement parameters are adjusted to increase the pile spacing.

7. The construction waste aggregate-based composite ground treatment method according to claim 6, characterized by, During the process of layer-by-layer filling and tamping of the pre-pile, the actual total tamping number of each layer reaching a stability standard is detected, and the theoretical actual deviation index of each layer is calculated according to the actual total tamping settlement amount; The stability standard is that the settlement amount difference of consecutive tamplings is less than a stable difference value, and when the theoretical actual deviation index approaches a fixed index, construction is performed according to the determined hole arrangement parameters and filling tamping parameters; When the theoretical actual deviation index is less than a first index evaluation value or greater than a second index evaluation value, it is determined that there is a deviation between the theoretical soil properties and the actual soil properties, and the hole arrangement parameters and the filling tamping parameters are modified and compensated according to the deviation.

8. The construction waste aggregate-based composite ground treatment method according to claim 7, characterized by, If the first index evaluation value is less than or equal to the theoretical actual deviation index and less than or equal to the second index evaluation value, it is determined that the theoretical actual deviation index approaches one; If the theoretical actual deviation index is greater than a third index evaluation value or less than a fourth index evaluation value, it is determined that the deviation condition is within the filling tamping fine adjustment range, and the filling tamping parameters are adjusted to compensate for the influence of the deviation on the soil bearing capacity; When the theoretical actual deviation index is greater than the second index evaluation value and less than the fourth index evaluation value, the tamping number is increased according to the theoretical actual deviation index to increase the tamping energy.

9. The construction waste aggregate-based composite ground treatment method according to claim 8, characterized by, When the theoretical actual deviation index is greater than the third index evaluation value and less than the first index evaluation value, the filler amount of each layer is reduced according to the theoretical actual deviation index; If the theoretical actual deviation index is less than the third index evaluation value or greater than the fourth index evaluation value, it is determined that the deviation condition exceeds the filling tamping fine adjustment range; When the theoretical actual deviation index is greater than the fourth index evaluation value, it is determined that the hardness of the foundation soil body exceeds the estimated range, and the pile spacing is increased according to the square root of the theoretical actual deviation index. When the theoretical-actual deviation index is less than the third index evaluation value, it is determined that the hardness of the foundation soil is lower than the estimated range, and the pile body and the soil between the piles need to be simultaneously strengthened, the amount of filler in each layer and the distance between the piles need to be reduced.

10. The construction waste aggregate-based composite ground treatment method according to claim 9, characterized by, The theoretical-actual deviation index is calculated again after the hole arrangement parameters and the filler ramming parameters are corrected and compensated; If the theoretical-actual deviation index calculated again does not tend to one, the conversion coefficient is adjusted according to the theoretical-actual deviation; When the theoretical-actual deviation index is greater than one, it is determined that the hardness of the foundation soil exceeds the estimated condition, and the conversion coefficient is increased; When the theoretical-actual deviation index is less than one, it is determined that the hardness of the foundation soil is lower than the estimated condition, and the conversion coefficient is reduced.

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