A foundation reinforcement method based on multidimensional data monitoring

Abstract

This invention relates to the field of foundation reinforcement technology, and more particularly to a foundation reinforcement method based on multi-dimensional data monitoring. The method includes: S1, compacting the ground by repeatedly hammering at several monitoring points with a compactor, and determining the surface stability characterization value based on the reaction force obtained from each hammer blow; S2, classifying the stability category of the area to be reinforced based on the surface stability characterization value; S3, identifying the affected area within the weakly stable category of the area to be reinforced, and vibrating and compacting the affected area to obtain a soil stability value; S4, determining whether to adjust the pile depth of the weakly stable category of the area to be reinforced based on the building impact characterization value; and S5, determining whether to adjust the number of piles based on the soil stability value when adjusting the pile depth. This method dynamically adjusts the construction method for the foundation according to the actual conditions of the construction site, improving the efficiency of foundation reinforcement.

Description

Technical Field

[0001] This invention relates to the field of foundation reinforcement technology, and in particular to a foundation reinforcement method based on multi-dimensional data monitoring. Background Technology

[0002] In construction engineering, the stability of the foundation is crucial. Traditional foundation reinforcement methods often lack a real-time and comprehensive understanding of the foundation condition, which may result in reinforcement measures that are not precise enough or are excessive.

[0003] With the development of sensor technology and data analysis technology, it has become possible to achieve more scientific and efficient foundation reinforcement by using multi-dimensional data monitoring.

[0004] Chinese Patent Publication No. CN118390496B discloses a soft soil foundation reinforcement structure and method, including a pipe pile shell, a torsion block rotatably connected to the top of the pipe pile shell, a fixing ring sleeved and fixedly connected to the bottom of the outer wall of the pipe pile shell, and a flexible sealing ring sleeved and fixedly connected to the outer wall of the pipe pile shell near the fixing ring. Two flexible sealing rings are provided. The structure also includes a foundation reinforcement mechanism. When the pipe pile shell is inserted into the soft soil foundation, the torsion block is twisted, causing the torsion block to rotate a rotating rod. The rotating rod then rotates a rhomboid rotating plate, which in turn rotates a curved strip. Limited by a guide rail plate, the curved strip rotates a slider, causing a round rod to move along the trajectory of the guide rail plate. The guide rail plate then moves the round rod, which in turn moves a connecting shell, allowing the connecting shell to be inserted laterally into the soft soil foundation. However, the above technical solution has the following problems: it does not consider dynamically adjusting the construction method for the foundation according to the actual conditions of the construction site, thus affecting the reinforcement efficiency of the foundation. Summary of the Invention

[0005] Therefore, this invention provides a foundation reinforcement method based on multi-dimensional data monitoring to overcome the problem in the prior art that the construction method for the foundation is not dynamically adjusted according to the actual conditions of the construction site, which affects the reinforcement efficiency of the foundation.

[0006] To achieve the above objectives, the present invention provides a foundation reinforcement method based on multi-dimensional data monitoring, comprising:

[0007] S1, the ground is compacted by multiple hammer blows at several test points using a compactor, and the surface stability characterization value is determined based on the reaction force obtained from each hammer blow.

[0008] S2, classifying the stability category of the area to be reinforced based on surface stability characterization values;

[0009] S3, identify the affected area within the weakly stable category of the area to be reinforced, and perform vibration compaction on the affected area to obtain soil stability values;

[0010] S4, determine whether to adjust the pile depth of the weakly stable category of the area to be reinforced based on the building impact characterization value;

[0011] S5, when adjusting the pile depth, determines whether to adjust the number of piles based on the soil stability value.

[0012] Furthermore, in S1, the process of determining the surface stability characterization value based on the reaction force obtained from each hammer blow includes:

[0013] The average value of the reaction force of each hammer blow at a single detection point is calculated to obtain the support reference value for a single detection point.

[0014] The variance of the support reference values ​​at each detection point is calculated to obtain the surface stability characterization values.

[0015] Further, in S2, the process of classifying the stability category of the area to be reinforced based on surface stability characterization values ​​includes:

[0016] If the surface stability characterization value is less than or equal to the preset surface stability characterization value, the area to be reinforced will be classified as a strongly stable category, and the current reinforcement parameters will continue to be used to complete the reinforcement of the foundation.

[0017] If the surface stability characterization value is greater than the preset surface stability characterization value, the area to be reinforced is identified as weakly stable, the affected area within the area to be reinforced is identified, the affected area is vibrated and compacted, and the soil stability value is obtained.

[0018] Furthermore, in S3, the process of identifying the affected area within the area to be reinforced includes:

[0019] Calculate the average value of each support reference value in the area to be reinforced, and identify the detection points that are lower than the average support reference value as potential hazard points;

[0020] If there are adjacent potential hazard points, connect the adjacent potential hazard points to obtain several closed shapes; for a single closed shape, obtain its center point, take the center point as the center, take the potential hazard point in the single closed shape that is farthest from the center point as the radius, select the circular area, and determine the single circular area as the affected area.

[0021] If there are non-adjacent potential hazard points, the affected area will be determined by a circular area with a preset length as the radius, centered on the individual potential hazard point.

[0022] Furthermore, the process of obtaining soil stability values ​​includes:

[0023] After the drill pipe penetrates the foundation, the expected drilling depth is determined based on the vibration duration and frequency of the drill pipe.

[0024] The soil stability parameters for a single drill rod entry point are obtained by calculating the ratio of the difference between the actual drilling depth and the expected drilling depth to the expected drilling depth.

[0025] The average value of the soil stability parameters at each drill point in the area to be reinforced is calculated to obtain the soil stability value.

[0026] Furthermore, in S4, the process of determining the building impact characterization value includes:

[0027] The buildings closest to the edge of the area to be reinforced are identified as the surrounding buildings.

[0028] There are no buildings obstructing the shortest distance between the surrounding buildings and the area to be reinforced;

[0029] The average height of the surrounding buildings is calculated to obtain the influence value of building height.

[0030] The average value of the shortest distance between each surrounding building and the edge of the area to be reinforced is calculated to obtain the building distance influence value;

[0031] Calculate the ratio of the building height impact value to the preset impact height to obtain the first impact value;

[0032] Calculate the ratio of the preset influence distance to the influence value of the building distance to obtain the second influence value;

[0033] The first and second impact values ​​are assigned corresponding coefficients and summed to obtain the building impact characterization value.

[0034] Further, in S4, the process of determining whether to modify the pile depth of the foundation piles in the weakly stable category to be reinforced includes:

[0035] If the building impact characterization value is less than or equal to the preset building impact characterization value, then the preset pile depth will be used to complete the reinforcement of the area to be reinforced.

[0036] If the building impact characterization value is greater than the preset building impact characterization value, the pile depth of the foundation piles in the area to be reinforced will be adjusted based on the historical wind impact value.

[0037] Furthermore, the pile depth in the area to be reinforced is adjusted based on historical wind force impact values.

[0038] The average wind force at each time point in the region to be analyzed is calculated from the historical data to obtain the historical wind force impact value;

[0039] The increase in pile depth is positively correlated with the historical wind force impact value.

[0040] Furthermore, in S5, the process of determining whether to adjust the number of foundation piles based on the soil stability value includes:

[0041] If the soil stability value is less than or equal to the preset soil stability value, the current number of foundation piles will continue to be used to complete the reinforcement of the area to be reinforced;

[0042] If the soil stability value is greater than the preset soil stability value, the number of foundation piles in the area to be reinforced will be adjusted to the corresponding value based on the soil stability value.

[0043] Furthermore, based on the soil stability value, the number of foundation piles in the area to be reinforced is adjusted to a corresponding value, wherein,

[0044] The increase in the number of foundation piles is positively correlated with the soil stability value.

[0045] Compared with existing technologies, the beneficial effects of this invention are as follows: It determines the surface stability characterization value. The support reference value represents the average bearing capacity of a single test point, while the surface stability characterization value represents the dispersion of the surface bearing capacity of the entire area to be reinforced. The larger the variance, the greater the difference in bearing capacity at each point, and the more unstable the surface. Different locations of the foundation have different bearing capacities due to factors such as soil composition. By repeatedly hammering multiple test points, a more comprehensive understanding of the actual condition of the foundation is obtained, providing a quantitative basis for subsequently classifying the stability category of the area to be reinforced. This makes the assessment of foundation stability more accurate and further improves the efficiency of foundation reinforcement.

[0046] Furthermore, when the surface stability characterization value is less than or equal to the preset surface stability characterization value, the bearing capacity of the foundation is relatively uniform, and the overall stability is good. When the surface stability characterization value is greater than the preset surface stability characterization value, the bearing capacity of different points in the foundation varies greatly, and the affected areas within the area to be reinforced are identified and subjected to vibration compaction. Classifying and managing the foundation stability status avoids using a uniform reinforcement method for all foundations, thus improving reinforcement efficiency.

[0047] Furthermore, points with low bearing capacity that affect the overall stability of the foundation within the weakly stable category of the area to be reinforced are identified to determine the affected areas. Vibratory compaction is then applied to these affected areas to improve soil density and enhance foundation stability. The soil in the affected areas is loose and uneven; vibratory compaction increases soil density and bearing capacity, further improving reinforcement efficiency.

[0048] Furthermore, the height of surrounding buildings and their distance from the area to be reinforced will affect the foundation of that area. Taller buildings will alter airflow and generate greater wind force; closer buildings will increase lateral pressure on the area to be reinforced, etc. By comprehensively considering the height and distance of surrounding buildings, the building influence characterization value is calculated to assess the comprehensive impact of surrounding buildings on the foundation of the area to be reinforced. Surrounding buildings are the main research objects affecting the foundation. The building height influence value reflects the overall height level of surrounding buildings; the higher the building, the greater the wind force impact. The building distance influence value reflects the average distance between surrounding buildings and the area to be reinforced; the closer the distance, the greater the lateral pressure impact on the foundation, and the greater the change in wind force. The preset influence height is the critical height at which excessively tall buildings on both sides cause wind changes, serving as the standard for measuring the influence of building height. The preset influence distance is the distance at which wind force caused by excessively tall buildings on both sides will affect the area to be analyzed in the middle, serving as the standard for measuring the influence of building distance. By determining the building influence characterization value, the impact of the height and distance of surrounding buildings on the area to be reinforced is comprehensively considered. The presence of surrounding buildings will change the environment and stress conditions of the area to be reinforced. Taller buildings create a "narrowing effect," increasing wind speed and generating additional wind loads on the foundation; nearby buildings increase lateral pressure on the foundation. By determining the characteristic values ​​of building impact, a basis is provided for subsequent adjustments to the pile depth. The height and distance of surrounding buildings are comprehensively considered, quantifying their impact on the foundation, thus improving both the accuracy and efficiency of foundation reinforcement.

[0049] Furthermore, when the building impact characterization value is less than or equal to the preset building impact characterization value, the impact of surrounding buildings on the foundation of the area to be reinforced is relatively low, and reinforcement can be carried out according to the preset pile depth. When the building impact characterization value is greater than the preset building impact characterization value, the impact is significant. In this case, the pile depth is adjusted to enhance the bearing capacity and stability of the foundation. The impact of surrounding buildings increases the additional load on the foundation, including wind loads and lateral pressures. Adjusting the pile depth based on the building impact characterization value avoids unnecessary increases in depth or safety hazards caused by insufficient depth, thus improving reinforcement efficiency while ensuring foundation stability.

[0050] Furthermore, the pile depth in the area to be reinforced is adjusted based on historical wind force influence values. These historical wind force influence values ​​reflect past wind conditions in the area; stronger winds result in greater wind loads on the building and foundation. A larger increase in pile depth enhances the piles' resistance to uplift and lateral displacement, thus mitigating additional loads such as wind force. By fully considering the historical wind conditions of the area to be reinforced, the adjustment of pile depth better aligns with actual wind load requirements, improving the stability and safety of the foundation under wind loads, thereby increasing the efficiency of foundation reinforcement.

[0051] Furthermore, the soil stability value reflects the overall stability of the soil in the area to be reinforced. The soil stability parameter at a single drill rod entry point is determined after the drill rod penetrates the foundation. The greater the actual drilling depth, the looser the soil. The average soil stability parameter at each drill rod entry point within the area to be reinforced is calculated to obtain the soil stability value. The soil stability value reflects the soil's density. A smaller soil stability value means that the soil stability parameter at each drill rod entry point is generally smaller, i.e., the difference between the actual drilling depth and the expected drilling depth is relatively small, indicating that the soil is relatively dense, with strong interparticle bonding, and can better withstand the superstructure load. Conversely, a larger soil stability value indicates that the soil is relatively loose and less dense. Dense soil has a higher bearing capacity and can better support the weight of the building. Therefore, areas with lower soil stability values ​​have relatively higher soil bearing capacity; while areas with higher soil stability values ​​have insufficient soil bearing capacity. The soil stability value is used to determine whether to adjust the number of foundation piles. When the soil stability value is less than or equal to the preset soil stability value, the soil stability and bearing capacity meet the current foundation pile design requirements, and the current number of foundation piles can continue to be used to reinforce the area to be reinforced. When the soil stability value is greater than the preset soil stability value, the soil stability is poor. In this case, the number of foundation piles in the area to be reinforced is adjusted to the corresponding value based on the soil stability value to improve the bearing capacity and stability of the foundation. Deciding whether to adjust the number of foundation piles based on the actual soil stability avoids resource waste caused by too many foundation piles or foundation instability caused by too few piles, effectively improving the efficiency of foundation reinforcement.

[0052] Furthermore, based on the soil stability value, the number of foundation piles in the area to be reinforced is adjusted to a corresponding value. The higher the soil stability value, the weaker the soil's bearing capacity, requiring more foundation piles to share the load. Precisely adjusting the number of foundation piles according to the soil stability value ensures that the number of piles matches the soil's bearing capacity, further improving the stability and reliability of the foundation. Attached Figure Description

[0053] Figure 1 This is a flowchart illustrating the steps of the foundation reinforcement method based on multi-dimensional data monitoring according to an embodiment of the present invention.

[0054] Figure 2 This is a logic diagram for classifying the stability category of the area to be reinforced based on the surface stability characterization value in an embodiment of the present invention. Detailed Implementation

[0055] 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.

[0056] 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.

[0057] 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.

[0058] 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.

[0059] Please see Figure 1 as well as Figure 2 The figures shown are a flowchart of the steps of the foundation reinforcement method based on multidimensional data monitoring according to an embodiment of the present invention, and a logic determination diagram for classifying the stability category of the area to be reinforced based on the surface stability characterization value. An embodiment of the present invention provides a foundation reinforcement method based on multidimensional data monitoring, comprising:

[0060] S1, the ground is compacted by multiple hammer blows at several test points using a compactor, and the surface stability characterization value is determined based on the reaction force obtained from each hammer blow.

[0061] S2, classifying the stability category of the area to be reinforced based on surface stability characterization values;

[0062] S3, identify the affected area within the weakly stable category of the area to be reinforced, and perform vibration compaction on the affected area to obtain soil stability values;

[0063] S4, determine whether to adjust the pile depth of the weakly stable category of the area to be reinforced based on the building impact characterization value;

[0064] S5, when adjusting the pile depth, determines whether to adjust the number of piles based on the soil stability value.

[0065] Specifically, there is no limit to the number of test points or their specific distribution. They can be several test points distributed at equal intervals. It can be understood that the more test points selected, the more accurate the analysis of the area to be reinforced will be.

[0066] Specifically, the number of hammer blows at each testing point was uniform.

[0067] Specifically, a pressure sensor can be installed on the compactor to obtain the reaction force generated by the hammer when it hits the ground. This is existing technology and will not be elaborated further.

[0068] Specifically, in S1, the process of determining the surface stability characterization value based on the reaction force obtained from each hammer blow includes:

[0069] The average value of the reaction force of each hammer blow at a single detection point is calculated to obtain the support reference value for a single detection point.

[0070] The variance of the support reference values ​​at each detection point is calculated to obtain the surface stability characterization values.

[0071] Specifically, the surface stability characterization value is determined. The support reference value represents the average bearing capacity of a single test point, while the surface stability characterization value represents the dispersion of the surface bearing capacity of the entire area to be reinforced. The larger the variance, the greater the difference in bearing capacity among points, and the more unstable the surface. Different locations of the foundation have different bearing capacities due to factors such as soil composition. By repeatedly hammering multiple test points, a more comprehensive understanding of the actual condition of the foundation is obtained. This provides a quantitative basis for subsequently classifying the stability category of the area to be reinforced, making the assessment of foundation stability more accurate and further improving the efficiency of foundation reinforcement.

[0072] Specifically, in S2, the process of classifying the stability category of the area to be reinforced based on surface stability characterization values ​​includes:

[0073] If the surface stability characterization value is less than or equal to the preset surface stability characterization value, the area to be reinforced will be classified as a strongly stable category, and the current reinforcement parameters will continue to be used to complete the reinforcement of the foundation.

[0074] If the surface stability characterization value is greater than the preset surface stability characterization value, the area to be reinforced is identified as weakly stable, the affected area within the area to be reinforced is identified, the affected area is vibrated and compacted, and the soil stability value is obtained.

[0075] Specifically, when the surface stability characterization value is less than or equal to the preset surface stability characterization value, the bearing capacity of the foundation is relatively uniform, and the overall stability is good. When the surface stability characterization value is greater than the preset surface stability characterization value, the bearing capacity varies greatly at different points in the foundation. Therefore, the affected areas within the area to be reinforced are identified and subjected to vibration compaction. This categorized management of foundation stability avoids using a uniform reinforcement method for all foundations, thus improving reinforcement efficiency.

[0076] Specifically, the preset surface stability characterization value is selected within the range [1.2N0, 1.6N0], where N0 is the average surface stability characterization value of each area to be reinforced in historical data. Those skilled in the art can select and determine the surface stability characterization value based on the actual engineering situation. Statistical analysis can be performed on the surface stability characterization values ​​of a large number of historical areas to be reinforced to determine the surface stability characterization value of each area to be reinforced with high stability. In this embodiment, preferably, the surface stability characterization value is 1.2N0.

[0077] Specifically, the current reinforcement parameters involve compacting the ground of the area to be reinforced using a compactor.

[0078] Specifically, in S3, the process of identifying the affected area within the area to be reinforced includes:

[0079] Calculate the average value of each support reference value in the area to be reinforced, and identify the detection points that are lower than the average support reference value as potential hazard points;

[0080] If there are adjacent potential hazard points, connect the adjacent potential hazard points to obtain several closed shapes; for a single closed shape, obtain its center point, take the center point as the center, take the potential hazard point in the single closed shape that is farthest from the center point as the radius, select the circular area, and determine the single circular area as the affected area.

[0081] If there are non-adjacent potential hazard points, the affected area will be determined by a circular area with a preset length as the radius, centered on the individual potential hazard point.

[0082] Specifically, the preset length can be half the straight-line distance to the nearest adjacent detection point.

[0083] Specifically, there is no limitation on the specific method of vibratory compaction of the affected area; the number of drill rod entry points can be determined based on the area of ​​the affected area.

[0084] Specifically, in the weakly stable category, points with low bearing capacity that affect the overall stability of the foundation are identified to determine the affected areas. Vibratory compaction is then applied to these affected areas to improve soil density and enhance foundation stability. The soil in the affected areas is loose and uneven; vibratory compaction increases soil density and bearing capacity, further improving reinforcement efficiency.

[0085] Specifically, the process of obtaining soil stability values ​​includes:

[0086] After the drill pipe penetrates the foundation, the expected drilling depth is determined based on the vibration duration and frequency of the drill pipe.

[0087] The soil stability parameters for a single drill rod entry point are obtained by calculating the ratio of the difference between the actual drilling depth and the expected drilling depth to the expected drilling depth.

[0088] The average value of the soil stability parameters at each drill point in the area to be reinforced is calculated to obtain the soil stability value.

[0089] Specifically, the expected drilling depth can be obtained through a prediction model. The input values ​​of the prediction model are the vibration duration and frequency of the drill rod, and the output value is the expected drilling depth. The specific training process of the prediction model is not limited and can be obtained by training a neural network model. Vibration compaction is performed on a foundation that is determined to be stable, and several sets of experimental data are used as the training set to train the neural network model. The experimental data includes vibration frequency, vibration duration and corresponding drilling depth. This is existing technology and will not be described in detail here.

[0090] Specifically, the specific process of vibration compaction is not limited, including inserting a hollow drill rod into the foundation by vibration until a preset depth is reached, while high-pressure water is continuously sprayed from the drill bit by a water pump. The water forcefully cuts the soil to form a pile hole, and the cut soil mixes with the water to form mud and is returned to the ground.

[0091] Turn off the high-pressure water pump and start the vibratory hammer to keep the drill rod in a high-frequency, low-amplitude vibration state. At the same time, pull the drill rod upward at a uniform speed. During the pulling process, graded crushed stone is filled into the pile hole through the hollow drill rod. Under the combined action of vibration and its own weight, the crushed stone compacts and fills the pile hole and is squeezed into the soil of the hole wall.

[0092] After each batch of crushed stone of a predetermined mass is added, it is re-vibrated to further compact the stone. This process is continued until the ground slightly bulges, ultimately forming a dense crushed stone vibratory pile. This is existing technology and will not be described in detail here.

[0093] Specifically, in S4, the process of determining the building impact characterization value includes:

[0094] The buildings closest to the edge of the area to be reinforced are identified as the surrounding buildings.

[0095] There are no buildings obstructing the shortest distance between the surrounding buildings and the area to be reinforced;

[0096] The average height of the surrounding buildings is calculated to obtain the influence value of building height.

[0097] The average value of the shortest distance between each surrounding building and the edge of the area to be reinforced is calculated to obtain the building distance influence value;

[0098] Calculate the ratio of the building height impact value to the preset impact height to obtain the first impact value;

[0099] Calculate the ratio of the preset influence distance to the influence value of the building distance to obtain the second influence value;

[0100] The first and second impact values ​​are assigned corresponding coefficients and summed to obtain the building impact characterization value.

[0101] Specifically, the preset influence height is selected within the range [30, 40] in meters, and the preset influence distance is selected within the range [20, 30] in meters. Those skilled in the art can determine the preset influence height and preset influence distance based on the actual construction scenario. They can simulate and measure the wind environment around urban buildings to determine the building height and building distance that obstruct and guide airflow, thereby significantly changing the wind field distribution and causing higher wind speeds. In this embodiment, preferably, the preset influence height is 40 and the preset influence distance is 30.

[0102] Specifically, the corresponding coefficients for the first and second impact values ​​are the height impact coefficient and the distance impact coefficient, respectively. The height impact coefficient is set to 0.5, and the distance impact coefficient is set to 0.5, in order to comprehensively consider the impact of the height and distance of surrounding buildings on the area to be reinforced. The coefficients are assigned by multiplication.

[0103] Specifically, the height of surrounding buildings and their distance from the area to be reinforced affect the foundation of that area. Taller buildings alter airflow, generating greater wind force; closer buildings increase lateral pressure on the area to be reinforced, etc. By comprehensively considering the height and distance of surrounding buildings, a building impact characterization value is calculated to assess the overall impact of surrounding buildings on the foundation of the area to be reinforced. Surrounding buildings are the primary research object affecting the foundation. The building height impact value reflects the overall height level of surrounding buildings; the higher the building, the greater the wind force impact. The building distance impact value reflects the average distance between surrounding buildings and the area to be reinforced; the closer the distance, the greater the lateral pressure impact on the foundation, and the greater the change in wind force. The preset impact height is the critical height at which excessively tall buildings on both sides cause wind changes, serving as the standard for measuring the impact of building height. The preset impact distance is the distance at which wind force caused by excessively tall buildings on both sides will affect the area to be analyzed in the middle, serving as the standard for measuring the impact of building distance. By determining the building impact characterization value, the impact of surrounding building height and distance on the area to be reinforced is comprehensively considered. The presence of surrounding buildings alters the environment and stress conditions of the area to be reinforced. Taller buildings create a "narrowing effect," increasing wind speed and generating additional wind loads on the foundation; nearby buildings increase lateral pressure on the foundation. By determining the characteristic values ​​of building impact, a basis is provided for subsequent adjustments to the pile depth. The height and distance of surrounding buildings are comprehensively considered, quantifying their impact on the foundation, thus improving both the accuracy and efficiency of foundation reinforcement.

[0104] Specifically, in S4, the process of determining whether to modify the pile depth of the foundation piles in the weakly stable category to be reinforced includes:

[0105] If the building impact characterization value is less than or equal to the preset building impact characterization value, then the preset pile depth will be used to complete the reinforcement of the area to be reinforced.

[0106] If the building impact characterization value is greater than the preset building impact characterization value, the pile depth of the foundation piles in the area to be reinforced will be adjusted based on the historical wind impact value.

[0107] Specifically, the preset building impact characterization value is selected within the range of [1.25, 1.31]. Those skilled in the art can determine the preset building impact characterization value based on the actual construction situation. They can statistically analyze the building impact characterization value of each building, determine the impact of surrounding buildings on airflow, and comprehensively consider the impact of wind on each building to determine the preset building impact characterization value. In this embodiment, preferably, the preset building impact characterization value is 1.25.

[0108] Specifically, when the building impact characterization value is less than or equal to the preset building impact characterization value, the impact of surrounding buildings on the foundation of the area to be reinforced is relatively low, and reinforcement can be carried out according to the preset pile depth. When the building impact characterization value is greater than the preset building impact characterization value, the impact is significant. In this case, the pile depth is adjusted to enhance the bearing capacity and stability of the foundation. The impact of surrounding buildings increases the additional load on the foundation, including wind loads and lateral pressures. Adjusting the pile depth based on the building impact characterization value avoids unnecessary increases in depth or safety hazards caused by insufficient depth, thus improving reinforcement efficiency while ensuring foundation stability.

[0109] Specifically, the depth of the foundation piles in the area to be reinforced is adjusted based on historical wind force values.

[0110] The average wind force at each time point in the region to be analyzed is calculated from the historical data to obtain the historical wind force impact value;

[0111] The increase in pile depth is positively correlated with the historical wind force impact value.

[0112] In this embodiment, optionally,

[0113] Compare historical wind force impact values ​​with the first and second impact wind forces;

[0114] If the historical wind force impact value is less than or equal to the first impact wind force, the pile depth of the foundation piles in the area to be reinforced will be adjusted to 1.11 times the initial pile depth.

[0115] If the historical wind force impact value is less than or equal to the second impact wind force and greater than the first impact wind force, then the pile depth of the foundation piles in the area to be reinforced will be adjusted to 1.23 times the initial pile depth.

[0116] If the historical wind force impact value is greater than the second impact wind force, the pile depth of the foundation piles in the area to be reinforced will be adjusted to 1.29 times the initial pile depth.

[0117] The first wind force is taken as 5 m / s, and the second wind force is taken as 6 m / s.

[0118] Specifically, the pile depth in the area to be reinforced is adjusted based on historical wind force influence values. These historical wind force influence values ​​reflect past wind conditions in the area; stronger winds result in greater wind loads on the building and foundation. A larger increase in pile depth enhances the piles' resistance to uplift and lateral displacement, thus mitigating additional loads such as wind force. By fully considering the historical wind conditions of the area to be reinforced, the adjustment of pile depth better aligns with actual wind load requirements, improving the stability and safety of the foundation under wind loads, thereby increasing the efficiency of foundation reinforcement.

[0119] Specifically, in S5, the process of determining whether to adjust the number of foundation piles based on soil stability values ​​includes:

[0120] If the soil stability value is less than or equal to the preset soil stability value, the current number of foundation piles will continue to be used to complete the reinforcement of the area to be reinforced;

[0121] If the soil stability value is greater than the preset soil stability value, the number of foundation piles in the area to be reinforced will be adjusted to the corresponding value based on the soil stability value.

[0122] Specifically, the preset soil stability value is selected within the range of [0.05, 0.07]. Those skilled in the art can select and determine the preset soil stability value according to the actual construction situation. The preset soil stability value can be determined by analyzing the soil stability values ​​measured by vibration compaction tests on foundations under different geological conditions. In this embodiment, preferably, the preset soil stability value is 0.07.

[0123] Specifically, the soil stability value reflects the overall stability of the soil in the area to be reinforced. The soil stability parameter at a single drill point is determined after the drill rod penetrates the foundation. The greater the actual drilling depth, the looser the soil. The average soil stability parameter at each drill point within the area to be reinforced is calculated to obtain the soil stability value. The soil stability value reflects the density of the soil. A smaller soil stability value means that the soil stability parameter at each drill point is generally smaller, i.e., the difference between the actual drilling depth and the expected drilling depth is relatively small, indicating that the soil is relatively dense, with strong cohesion between particles, and can better withstand the load from the superstructure. Conversely, a larger soil stability value indicates that the soil is relatively loose and less dense. Dense soil has a higher bearing capacity and can better support the weight of the building. Therefore, areas with lower soil stability values ​​have relatively higher soil bearing capacity, while areas with higher soil stability values ​​have insufficient soil bearing capacity. The soil stability value is used to determine whether to adjust the number of foundation piles. When the soil stability value is less than or equal to the preset soil stability value, the soil stability and bearing capacity meet the current foundation pile design requirements, and the current number of foundation piles can continue to be used to reinforce the area to be reinforced. When the soil stability value is greater than the preset soil stability value, the soil stability is poor. In this case, the number of foundation piles in the area to be reinforced is adjusted to the corresponding value based on the soil stability value to improve the bearing capacity and stability of the foundation. Deciding whether to adjust the number of foundation piles based on the actual soil stability avoids resource waste caused by too many foundation piles or foundation instability caused by too few piles, effectively improving the efficiency of foundation reinforcement.

[0124] Specifically, based on the soil stability value, the number of foundation piles in the area to be reinforced is adjusted to a corresponding value, wherein,

[0125] The increase in the number of foundation piles is positively correlated with the soil stability value.

[0126] In this embodiment, optionally,

[0127] The soil stability value was compared with the first soil comparison value and the second soil comparison value;

[0128] If the soil stability value is less than or equal to the first soil comparison value, the number of foundation piles in the area to be reinforced will be adjusted to 1.13 times the initial number of foundation piles.

[0129] If the soil stability value is less than or equal to the second soil comparison value and greater than the first soil comparison value, the number of foundation piles in the area to be reinforced will be adjusted to 1.22 times the initial number of foundation piles.

[0130] If the soil stability value is greater than the second soil comparison value, the number of foundation piles in the area to be reinforced will be adjusted to 1.31 times the initial number of foundation piles.

[0131] The first soil comparison value was set to 1.121B0, and the second soil comparison value was set to 1.239B0, where B0 is the preset soil stability value.

[0132] Specifically, the number of foundation piles in the area to be reinforced is adjusted to a corresponding value based on the soil stability value. The higher the soil stability value, the weaker the soil's bearing capacity, requiring more foundation piles to share the load. By precisely adjusting the number of foundation piles according to the soil stability value, the number of foundation piles is matched with the soil's bearing capacity, further improving the stability and reliability of the foundation.

[0133] 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.

[0134] 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 ground reinforcement based on multidimensional data monitoring, characterized by, The method comprises the following steps: S1, ground compaction is performed by a compactor at multiple detection points for multiple hammering, a surface stability characteristic value is determined according to the reaction force obtained by each hammering, the average value of the reaction force of each hammering at a single detection point is solved to obtain a support reference value for the single detection point, the variance of the support reference values of each detection point is solved to obtain the surface stability characteristic value; S2, the stability category of the area to be reinforced is divided based on the surface stability characteristic value; S3, an influence area in the weak stability category area to be reinforced is identified, and the influence area is vibrated and compacted to obtain a soil stability value; The process of identifying the influence area in the area to be reinforced comprises: Solving the average value of each support reference value in the area to be reinforced, and determining the detection point position lower than the average support reference value as a hidden danger point position; If there are adjacent hidden danger point positions, connect each adjacent hidden danger point position to obtain a plurality of closed figures; a center point position is obtained for a single closed figure, a circular area is selected with the center point position as the center and the farthest hidden danger point position in the single closed figure from the center point position as the radius, and the single circular area is determined as the influence area; If there are non-adjacent hidden danger point positions, a circular area with a single hidden danger point position as the center and a preset length as the radius is determined as the influence area; S4, whether to modify the pile depth of the foundation pile in the weak stability category area to be reinforced is determined based on the building influence characteristic value; S5, when the adjustment of the pile depth is completed, whether to modify the number of foundation piles is determined based on the soil stability value.

2. The ground reinforcement method based on multidimensional data monitoring according to claim 1, characterized in that, In the S2, the process of dividing the stability category of the area to be reinforced based on the surface stability characteristic value comprises: If the surface stability characteristic value is less than or equal to a preset surface stability characteristic value, the area to be reinforced is determined as a strong stability category, and the current reinforcement parameters are continuously used to complete the reinforcement of the foundation; If the surface stability characteristic value is greater than the preset surface stability characteristic value, the area to be reinforced is determined as a weak stability category, the influence area in the area to be reinforced is identified, the influence area is vibrated and compacted, and the soil stability value is obtained.

3. The foundation reinforcement method based on multi-dimensional data monitoring according to claim 2, wherein the process of obtaining the soil stability value comprises: After the drill rod penetrates into the foundation, the expected drilling depth is determined based on the vibration duration and the vibration frequency of the drill rod; The ratio of the difference between the actual drilling depth and the expected drilling depth to the expected drilling depth is solved to obtain the soil stability parameter for a single drill rod drilling point; The average value of the soil stability parameters of each drill rod drilling point in the area to be reinforced is solved to obtain the soil stability value. In the S4, the process of determining the building influence characteristic value comprises:

4. The ground reinforcement method based on multidimensional data monitoring according to claim 3, characterized in that, The nearest buildings to the edge of the area to be reinforced are determined as surrounding buildings; There is no building blocking between the shortest distance line between the surrounding buildings and the edge of the area to be reinforced; The average value of the heights of each surrounding building is solved to obtain a building height influence value; The average value of the shortest distances between each surrounding building and the edge of the area to be reinforced is solved to obtain a building distance influence value; The ratio of the building height influence value to a preset influence height is calculated to obtain a first influence value; The ratio of a preset influence distance to the building distance influence value is calculated to obtain a second influence value; ​ The first influence value and the second influence value are respectively given a corresponding coefficient sum to obtain a building influence representation value.

5. The ground reinforcement method based on multidimensional data monitoring according to claim 4, characterized in that, In the S4, the process of determining whether to correct the pile depth under the foundation pile of the to-be-reinforced area in the weak stability category includes: If the building influence representation value is less than or equal to a preset building influence representation value, it is determined to use the preset pile depth under the foundation pile to complete the reinforcement of the to-be-reinforced area; If the building influence representation value is greater than the preset building influence representation value, the pile depth under the foundation pile of the to-be-reinforced area is corrected based on the historical wind influence value.

6. The ground reinforcement method based on multidimensional data monitoring according to claim 5, characterized in that, The pile depth under the foundation pile of the to-be-reinforced area is corrected based on the historical wind influence value, wherein, The average value of the wind force at each time node in the historical data in the to-be-analyzed area is solved to obtain the historical wind influence value; The increase range of the pile depth under the foundation pile is positively correlated with the historical wind influence value.

7. The ground reinforcement method based on multidimensional data monitoring according to claim 6, characterized in that, In the S5, the process of determining whether to correct the number of foundation piles based on the soil stability value includes: If the soil stability value is less than or equal to a preset soil stability value, the current number of foundation piles is continuously used to complete the reinforcement of the to-be-reinforced area; If the soil stability value is greater than the preset soil stability value, the number of foundation piles in the to-be-reinforced area is adjusted to a corresponding value based on the soil stability value.

8. The ground reinforcement method based on multidimensional data monitoring according to claim 7, characterized in that, The number of foundation piles in the to-be-reinforced area is adjusted to a corresponding value based on the soil stability value, wherein, The increase range of the number of foundation piles is positively correlated with the soil stability value.

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