Soil pressure monitoring pile and transmission tower foundation extrusion monitoring method and system

Abstract

The invention discloses a transmission tower foundation extrusion monitoring method and a soil pressure monitoring pile, and the method comprises the steps: setting a maximum displacement allowable value of a tower foundation pile, carrying out the initial layout of the positions of a soil displacement detection pile and a soil pressure detection pile according to the stacking non-uniformity, and calculating a pressure attenuation coefficient and a displacement attenuation coefficient; performing layout optimization according to the pressure attenuation coefficient and the displacement attenuation coefficient, calculating an absolute value index, a change rate index, a correlation index and a direction difference index of soil pressure and displacement, and setting grading early warning judgment conditions of each index by combining a pole tower foundation pile maximum displacement allowable value and a pile side maximum soil pressure allowable value; according to the invention, the early warning response time for local and sudden loading is shortened, and the false alarm rate is reduced.

Description

Technical Field

[0001] This invention belongs to the field of tower monitoring technology, and more specifically, relates to a soil pressure monitoring pile, a method and system for monitoring the compression of transmission tower foundations based on the soil pressure monitoring pile. Background Technology

[0002] Transmission tower foundations are subjected to long-term lateral compression from external loads (such as earthwork and equipment), and their structural stability directly affects the safe operation of the power system. Existing monitoring technologies primarily rely on single-point placement of earth pressure sensors or displacement sensors to collect mechanical or deformation data at a specific location around the foundation, issuing warnings based on simple threshold comparisons (e.g., pressure exceeding a fixed value). These technologies depend on monitoring a single physical quantity, failing to consider the intrinsic correlation between earth pressure and soil displacement, and do not optimize the spatial distribution of monitoring points for uneven load distribution. Soil displacement detection piles are a publicly available technology, allowing for the measurement of soil displacement at different depths; however, a method and system that combines this with earth pressure piles as a comprehensive criterion for assessing the compression condition of transmission tower foundations is currently lacking.

[0003] Existing patent CN119756443A discloses a tower foundation stress state early warning system and method. This system embeds intelligent anchor bolts with fiber optic sensors into the tower foundation to capture real-time stress and deformation signals. Combined with an algorithm model, it identifies state patterns and diagnoses damage, ultimately achieving early warning of potential instability. The core principle is that the stress state of the tower foundation (such as stress, vibration, and deformation) is directly related to its stability. By capturing these characteristic signals using high-precision sensing technology, the load distribution, transmission path, and damage status can be inverted, providing data support for early warning. However, this technology has the following limitations: It requires the device to be directly installed on the tower foundation, which is very difficult to achieve in actual production. It is difficult to install this device during foundation construction or after the entire tower is completed, and it is prone to damaging the tower foundation. The algorithm relies only on absolute pressure values ​​and does not consider the dynamic rate of change of data, such as a sudden increase in pressure in a short period, which can easily lead to delayed warnings. Furthermore, it does not establish a correlation model between pressure and displacement, making it impossible to verify the validity of the data, such as anomalies caused by sensor malfunctions. It also has poor adaptability to the spatial distribution of uneven loads, and unidirectional monitoring cannot reflect the comprehensive characteristics of the foundation stress. Summary of the Invention

[0004] To address the shortcomings of existing technologies, this invention provides a soil pressure monitoring pile, a method and system for monitoring the compression of transmission tower foundations based on the soil pressure monitoring pile.

[0005] The present invention adopts the following technical solution.

[0006] The first aspect of this invention provides a soil pressure monitoring pile, comprising a top component 1-4, a pile body 1-1, a bottom component 1-3, a soil pressure cell 2-3, and a data transmission cable 2-2, specifically as follows: The pile body 1-1 is a hollow cubic structure. Several slots 1-2 are opened on the side of the pile body 1-1 for fixing and installing the earth pressure box 2-3. One side of the earth pressure box is flush with the outer surface of the pile body 1-1. The data transmission cable 2-2 is installed on the opposite side of the earth pressure box 2-3. The bottom component 1-3 is a square pyramid, fixed to the bottom of the pile body 1-1; the top component 1-4 is a reinforcing structure; the soil pressure monitoring pile is driven into the soil layer at a predetermined depth through the reinforcing structure, and the soil pressure at different depths is sensed by the soil pressure box 2-3, and the sensed pressure signal is transmitted through the transmission cable.

[0007] Preferably, the top component 1-4 consists of a top plate 3-1 and a support component 3-2. The top plate 3-1 is a cube, and its length and width are greater than those of the pile body 1-1, respectively. The top plate 3-1 is fixed to the top of the pile body 1-1 by the support component 3-2, wherein the support component 3-2 includes four support legs and a support sleeve. The pile body is fixed inside the support sleeve, and the center point of the top plate 3-1 coincides with the center point of the pile body 1-1.

[0008] Preferably, the pile body 1-1 is a steel structure, and the bottom component 1-3 is a sealed steel cone structure.

[0009] A second aspect of this invention provides a method for monitoring the compression of transmission tower foundations based on the soil pressure monitoring piles described in the first aspect of this invention, comprising: Set the maximum allowable displacement of the tower foundation piles, calculate the maximum allowable earth pressure on the pile side and the depth at which the maximum allowable earth pressure on the pile side is located; The locations of soil displacement detection piles and earth pressure detection piles are initially arranged according to the unevenness of the surcharge. The height of the soil displacement detection piles and earth pressure detection piles is greater than the depth where the maximum allowable earth pressure on the pile side is located. Based on the earth pressure and displacement measured at various depths by the currently arranged soil displacement detection piles and earth pressure detection piles, the pressure attenuation coefficient and displacement attenuation coefficient are calculated. The layout is optimized based on the pressure attenuation coefficient and displacement attenuation coefficient. Based on the soil pressure and displacement measured at various depths by the soil displacement detection piles and soil pressure detection piles after the layout optimization, the absolute value index, rate of change index, correlation index and directional difference index of soil pressure and displacement are calculated. Combined with the graded early warning judgment conditions of each index set by the maximum allowable displacement value of the tower foundation pile and the maximum allowable soil pressure value on the pile side, it is determined whether to issue an alarm and the level of the alarm.

[0010] Preferably, the positions of the soil displacement detection piles and earth pressure detection piles are initially arranged according to the unevenness of the surcharge, specifically as follows: Each leg of the tower foundation pile is treated as a foundation point. If the height difference between two loads is greater than a set height difference threshold or the total area of ​​all loads is less than a set area threshold, then a soil displacement detection pile and two earth pressure detection piles are set on the line connecting each load to the nearest foundation point. If the load is at the same distance from multiple foundation points, then a soil displacement detection pile and two earth pressure detection piles are set on the line connecting the load to the center point of the tower foundation pile. The soil displacement detection pile is located between the two earth pressure detection piles, and the distance between the soil displacement detection pile and the two earth pressure detection piles is equal. Otherwise, a soil displacement detection pile and an earth pressure detection pile shall be set on the line connecting each load and the nearest foundation point to the corresponding load. If the load is at the same distance from multiple foundation points, a soil displacement detection pile and an earth pressure detection pile shall be set on the line connecting the load and the center point of the tower foundation pile. All soil displacement and soil pressure monitoring piles are located less than the set distance threshold from their corresponding foundation points.

[0011] Preferably, the calculation of the pressure attenuation coefficient and the displacement attenuation coefficient, and the layout optimization based on the pressure attenuation coefficient and the displacement attenuation coefficient, specifically involves: Calculate the displacement attenuation coefficient between every two depths in each soil displacement monitoring pile; calculate the pressure attenuation coefficient between every two depths in each earth pressure monitoring pile; For all displacement and pressure attenuation coefficients of soil displacement and pressure monitoring piles on the line connecting a load and a foundation point, calculate the sum of all displacement and pressure attenuation coefficients and take the average value. If the absolute value of the difference between the pressure attenuation coefficient and the average value exceeds a set first threshold, or the absolute value of the difference between two pressure attenuation coefficients exceeds a set second threshold, then add one more soil displacement monitoring pile and two more soil pressure monitoring piles on the corresponding line connecting the load and foundation point.

[0012] Preferably, the calculation of the displacement attenuation coefficient between every two depths in each soil displacement detection pile and the calculation of the pressure attenuation coefficient between every two depths in each earth pressure detection pile are specifically as follows: ,

[0013] in, For the corresponding soil displacement detection pile The depth and the first Displacement attenuation coefficient between depths; For the corresponding earth pressure testing pile, the first The depth and the first Pressure attenuation coefficient between depths; , The first The depth and the first One depth; , These are the corresponding soil displacement detection piles. The depth and the first Displacement at a depth; , These are the corresponding earth pressure testing piles. The depth and the first Earth pressure at a depth of [number] degrees.

[0014] Preferably, the absolute value index, rate of change index, correlation index, and directional difference index are specifically: Obtain the soil pressure and displacement measured at different depths by soil displacement monitoring piles and soil pressure monitoring piles along the line connecting different surcharges and foundation points; calculate the... i The first line connecting the load and the foundation point j The average values ​​of all earth pressures and displacements at the given depth are respectively used as the values ​​of the first depth. i The first direction j Earth pressure at a depth and displacement ; The absolute value index includes the absolute values ​​of earth pressure and displacement at different depths in different directions; the rate of change index includes the rate of change of earth pressure and displacement at different depths in different directions; the correlation index includes the consistency of pressure-displacement coefficient and attenuation coefficient at different depths in different directions; the pressure-displacement coefficient is the ratio of earth pressure to displacement at a corresponding depth in the corresponding direction; the consistency of the attenuation coefficient is obtained by dividing the difference between the pressure attenuation coefficient and the displacement attenuation coefficient at a corresponding depth in the corresponding direction by the corresponding pressure attenuation coefficient and taking the absolute value; the directional difference index is the maximum directional pressure difference in different directions; the maximum directional pressure difference is the maximum earth pressure at different depths in the corresponding direction minus the minimum earth pressure.

[0015] Preferably, the tiered early warning judgment conditions set by combining the maximum allowable displacement value of the tower foundation pile and the maximum allowable earth pressure value on the pile side to determine whether to issue an alarm and the alarm level are as follows: Alarm levels include warning, alert, and emergency alert; The threshold values ​​for absolute value indicators, rate of change indicators, and maximum directional pressure difference indicators are set based on the maximum allowable displacement of the tower foundation piles and the maximum allowable earth pressure on the pile side. Among them, the threshold values ​​for absolute value indicators and rate of change indicators include both early warning thresholds and alarm thresholds. Set a threshold for consistency of attenuation coefficients in the correlation indicators; set adaptive alarm conditions for pressure-displacement coefficients in the correlation indicators. An early warning is issued when an absolute value indicator or rate of change indicator is greater than or equal to the corresponding warning threshold but less than the corresponding alarm threshold, or when only one direction of the correlation indicator meets the corresponding alarm condition; the correlation indicator meets the corresponding alarm condition when the threshold of attenuation coefficient consistency is greater than or equal to the corresponding threshold or the pressure-displacement coefficient meets the adaptive alarm condition. An alarm is triggered when an absolute value indicator or rate of change indicator is greater than or equal to the corresponding alarm threshold, or when more than one direction correlation indicator meets the corresponding alarm condition, or when only one direction difference indicator is greater than or equal to the corresponding threshold. If the directional difference index in more than one direction is greater than or equal to the corresponding threshold, an emergency alarm will be issued.

[0016] Preferably, the adaptive alarm condition for the pressure-displacement coefficient in the set correlation index specifically includes:

[0017] In the formula, The set pressure-displacement coefficient consistency threshold; For the first i The first direction j Pressure-displacement coefficient at depth; For the first j One depth; This is the lateral proportionality coefficient of the soil along the pile. Calculated based on soil stratification and soil type.

[0018] Preferably, if the alarm level is a warning, the detection frequency of soil displacement detection piles and soil pressure detection piles is increased, and the surcharge loading rate is verified to be the same as the set value. If the alarm level is alarm, then surcharge loading is suspended and the maximum allowable value of the pile side earth pressure is recalculated. If the alarm level is an emergency alarm, the load is unloaded and the tower foundation piles are reinforced.

[0019] A third aspect of the present invention provides a transmission tower foundation extrusion monitoring system based on the transmission tower foundation extrusion monitoring method described in the second aspect of the present invention, comprising a maximum value setting module, a layout module, and an anomaly detection module, specifically: Maximum value setting module: used to set the maximum allowable displacement of the tower foundation pile, calculate the maximum allowable earth pressure on the pile side and the depth at which the maximum allowable earth pressure on the pile side is located; Layout module: Used to initially arrange the positions of soil displacement detection piles and earth pressure detection piles according to the unevenness of the load. The height of the soil displacement detection piles and earth pressure detection piles is greater than the depth where the maximum allowable value of the earth pressure on the pile side is located. Based on the earth pressure and displacement measured at various depths by the currently arranged soil displacement detection piles and earth pressure detection piles, the pressure attenuation coefficient and displacement attenuation coefficient are calculated, and the layout is optimized based on the pressure attenuation coefficient and displacement attenuation coefficient. Anomaly Detection Module: Based on the soil pressure and displacement measured at various depths by the soil displacement detection piles and soil pressure detection piles after layout optimization, it calculates the absolute value index, rate of change index, correlation index, and directional difference index of soil pressure and displacement. Combined with the graded early warning judgment conditions set for each index of the tower foundation pile maximum allowable displacement value and the pile side maximum allowable soil pressure value, it determines whether to issue an alarm and the alarm level.

[0020] The beneficial effects of this invention are as follows: Compared with the prior art, the earth pressure monitoring pile of this invention incorporates a top component and adopts a "high-strength steel + sealed steel cone" structure, which can be implanted into the soil layer by hammering, making it easy to install and less likely to damage the foundation; the multi-directional array of detection piles in this invention can cover areas with uneven loading, significantly reducing the false alarm rate of local overloads; the layout is optimized based on the synergistic verification of pressure and displacement to prevent sensor malfunctions or data distortion; the hierarchical early warning algorithm integrates the rate of change, correlation indicators, and directional indicators to shorten the early warning response time for local and sudden loading; and the threshold is dynamically adjusted by combining the lateral proportional coefficient of soil mechanics parameters, reducing the false alarm rate under different geological conditions such as cohesive soil and sandy soil. Attached Figure Description

[0021] Figure 1 This is a front view of the bottom structure of a soil pressure monitoring pile; Figure 2 A structural diagram of the soil pressure cell installation on a soil pressure monitoring pile; Figure 3 A structural diagram of the top component on a soil pressure monitoring pile; Figure 4 A schematic diagram illustrating the calculation principle of the lateral proportionality coefficient of pile side soil in multi-soil layers; Figure 5 This is a diagram illustrating the calculation principle for the width of a single pile and a single row of piles. Figure 5 (a) is a diagram illustrating the calculation principle of the calculated width of a single pile; Figure 5 (b) is a diagram illustrating the calculation principle of the width of a single row of piles; Figure 6 The diagram shows the force distribution of a single pile and a single row of piles. Figure 6(a) is a schematic diagram of the forces acting on a single pile; Figure 6 (b) is a force diagram of a single row of piles; Figure 7 This is a schematic diagram showing the arrangement of soil displacement detection piles and earth pressure detection piles. Figure 8 This is a flowchart of the present invention. Detailed Implementation

[0022] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of this invention. The embodiments described in this application are merely some embodiments of this invention, and not all embodiments. Based on the spirit of this invention, all other embodiments obtained by those skilled in the art without creative effort are within the protection scope of this invention.

[0023] Embodiment 1 of the present invention proposes a soil pressure monitoring pile, the bottom front structure of which is as follows: Figure 1 As shown, the earth pressure cell is installed as follows: Figure 2 As shown, specifically, it includes top component 1-4, pile body 1-1, bottom component 1-3, earth pressure box 2-3, and data transmission cable 2-2. The pile body 1-1 is a hollow cubic structure. Several circular slots 1-2 are opened on one long and tall side of the pile body 1-1, corresponding to the fixed installation of the earth pressure box 2-3. One side of the earth pressure box is flush with the outer surface of the pile body 1-1. A data transmission cable 2-2 is installed on the opposite side of the earth pressure box 2-3. The bottom component 1-3 is a square pyramid, fixed to the bottom of the pile body 1-1; the top component 1-4 is a reinforcing structure; the soil pressure monitoring pile is driven into the soil layer at a predetermined depth through the reinforcing structure, and the soil pressure at different depths is sensed by the soil pressure box 2-3, and the sensed pressure signal is transmitted through the transmission cable. The soil pressure box 2-3 is installed in the circular slot 1-2 by bolts 2-1.

[0024] In this preferred embodiment, the top component 1-4 consists of a top plate 3-1 and a support component 3-2. The top plate 3-1 is a cube, and its length and width are greater than those of the pile body 1-1, respectively. The top plate 3-1 is fixed to the top of the pile body 1-1 by the support component 3-2, wherein the support component 3-2 includes four support legs and a support sleeve. The pile body is fixed inside the support sleeve, and the center point of the top plate 3-1 coincides with the center point of the pile body 1-1.

[0025] In this preferred embodiment, the length of the pile body 1-1 is 100mm and the width is 50mm; the diameter of the circular slot is 80mm or 50mm; the length of the top component 1-4 is 400mm, the width is 360mm, and the height is 138mm; the pile body 1-1 is a steel structure, specifically high-strength steel, and the bottom component 1-3 is a sealed steel cone structure.

[0026] It should be noted that the installation of soil pressure monitoring piles should be based on the soil hardness to select an appropriate scheme, in order to minimize disturbance to the undisturbed soil and ensure that the stress state of the monitoring device is consistent with that of the surrounding soil. When buried in conventional soil (non-hard strata): When the soil is non-hard strata such as cohesive soil or sandy soil, the direct driving method is adopted: precast monitoring piles are driven vertically into the designed burial depth along a preset direction (consistent with the line connecting the surcharge and foundation points) using a hydraulic pile driver. During the driving process, the hammering rate is controlled to be ≤20 blows / minute to ensure that the verticality deviation of the pile body is ≤1%. This method disturbs the undisturbed soil within a range of ≤0.3m³, maintaining the natural stress state of the soil and ensuring the authenticity of the data collected by the earth pressure cell and displacement sensor.

[0027] When burying in hard soil (including backfill soil from construction waste): The "drilling-driving composite process" is adopted: (1) Pretreatment: A geological drilling rig (the drill bit diameter is 50mm larger than the outer diameter of the monitoring pile) is used to drill a hole in the preset direction to the initial depth (1 / 3 of the design burial depth and passing through the hard soil layer). Dry soil removal is used during the drilling process (to avoid disturbing the soil with mud); (2) Secondary driving: The monitoring pile is aligned with the center of the hole and driven into the design burial depth by a pile driver; (3) Backfilling and compaction: The gap between the drill hole and the monitoring pile is backfilled with "sand-expansion soil mixed filler" and compacted in layers. After backfilling, the pile is left to stand for 24 hours. The settlement stability is monitored by a pore water pressure gauge (settlement rate ≤ 0.1mm / h) to ensure that the soil pressure around the monitoring pile is consistent with the original soil. Both installation methods require verification of the sensor status after completion: the zero drift of the soil pressure cell is ≤ 0.5kPa and the initial reading deviation of the displacement sensor is ≤ 0.1mm before the monitoring stage can begin.

[0028] like Figure 8 As shown, Embodiment 1 of the present invention proposes a method for monitoring the compression of transmission tower foundations using soil pressure monitoring piles, comprising: S1. Set the maximum allowable displacement of the tower foundation piles, and calculate the maximum allowable earth pressure on the pile side and the depth at which the maximum allowable earth pressure on the pile side is located. The maximum allowable displacement of the foundation piles in this embodiment Set to 6mm.

[0029] The calculation of the allowable value of the maximum earth pressure on the pile side and the depth at which the allowable value of the maximum earth pressure on the pile side is located is as follows: (1) Deformation coefficient of pile in soil :

[0030] In the formula For the bending stiffness of the pile, the value can be taken as follows: (The value can be taken as follows for reinforced concrete piles of towers subjected to short-term loads). For reinforced concrete piles of towers bearing long-term loads at corners and at terminals, the following can be taken: ; The elastic modulus of concrete; The moment of inertia of the pile section; This refers to the lateral proportionality coefficient of the soil along the pile. This is the calculated width of the pile.

[0031] Lateral proportionality coefficient of soil around pile The value is taken based on the soil type within the calculated depth of the pile's penetration, such as... Figure 4 As shown, when calculating depth When there are several very different soil layers, their properties can be calculated using the following formula. value: when When there are two very different soil layers within a certain depth:

[0032] when When there are three very different soil layers within a certain depth:

[0033] , , These are the lateral proportion coefficients for the first, second, and third soil layers, respectively. , , The depths of the first, second, and third soil layers.

[0034] Calculated width of pile b Specifically: like Figure 5 As shown in (a), the calculated width of a single pile with a circular cross-section b It can be calculated using the following formula: When the pile diameter hour:

[0035] When the pile diameter hour:

[0036] In the action of force A single row of piles consisting of several piles in a plane perpendicular to each other, such as... Figure 5 As shown in (b), the calculated width of a single pile is... b : When the pile diameter hour:

[0037] When the pile diameter hour:

[0038] In the above formula The diameter of the pile; This represents the number of piles along the Y-axis. The influence coefficients for each pile in the Y-axis direction are determined as follows: when or hour, ; when At that time, take ; when At that time, take ; in, The spacing between several piles.

[0039] For any depth h below ground level, the lateral displacement of a single pile under lateral load. Corner Lateral earth pressure Shear force of the pile body and bending moment The formula for calculation is:

[0040]

[0041]

[0042]

[0043]

[0044] In the above formula, Shear force at the ground, , The design horizontal force acting on the top of the pile; This represents the number of piles along the Y-axis. The bending moment at the ground; The deformation coefficient of the pile in the soil; The calculated width of the pile; , , , , , , , , , The coefficients are calculated for all dimensions.

[0045] Find the coefficients :

[0046] It is also a dimensionless coefficient calculation, according to The maximum conversion depth can be obtained by looking up the table. , Divide by The depth at which the maximum allowable earth pressure is located on the pile side. ; Maximum allowable earth pressure on pile side for:

[0047] Perform calculations on the maximum earth pressure on the pile side. The following requirements should be met: when Location hour;

[0048] when Location hour;

[0049] In the above formula, The height of the pile; φ, c These are the internal friction angle and cohesion of the soil along the pile, respectively. γ The effective unit weight of the soil along the pile; To ensure a safety factor, for towers subjected to short-term loads, take... ; S2. The positions of soil displacement detection piles and earth pressure detection piles are initially arranged according to the unevenness of the surcharge. The height of the soil displacement detection piles and earth pressure detection piles is greater than the depth where the maximum allowable earth pressure on the pile side is located. Based on the earth pressure and displacement measured at various depths by the currently arranged soil displacement detection piles and earth pressure detection piles, the pressure attenuation coefficient and displacement attenuation coefficient are calculated. The layout is optimized based on the pressure attenuation coefficient and displacement attenuation coefficient. like Figure 7 As shown, in this preferred embodiment, the positions of the soil displacement detection piles and earth pressure detection piles are initially arranged according to the unevenness of the surcharge, specifically as follows: Each leg of the tower foundation pile is treated as a foundation point. If the height difference between two loads is greater than a set height difference threshold or the total area of ​​all loads is less than a set area threshold, then a soil displacement detection pile and two earth pressure detection piles are set on the line connecting each load to the nearest foundation point. If the load is at the same distance from multiple foundation points, then a soil displacement detection pile and two earth pressure detection piles are set on the line connecting the load to the center point of the tower foundation pile. The soil displacement detection pile is located between the two earth pressure detection piles, and the distance between the soil displacement detection pile and the two earth pressure detection piles is equal. Otherwise, a soil displacement detection pile and an earth pressure detection pile shall be set on the line connecting each load and the nearest foundation point to the corresponding load. If the load is at the same distance from multiple foundation points, a soil displacement detection pile and an earth pressure detection pile shall be set on the line connecting the load and the center point of the tower foundation pile. All soil displacement and soil pressure monitoring piles are located less than the set distance threshold from their corresponding foundation points.

[0050] In this preferred embodiment, the calculation of the pressure attenuation coefficient and the displacement attenuation coefficient, and the layout optimization based on the pressure attenuation coefficient and the displacement attenuation coefficient, specifically involves: Calculate the displacement attenuation coefficient between every two depths in each soil displacement monitoring pile; calculate the pressure attenuation coefficient between every two depths in each earth pressure monitoring pile; For all displacement and pressure attenuation coefficients of soil displacement and pressure monitoring piles on the line connecting a surcharge and a foundation point, calculate the sum of all displacement and pressure attenuation coefficients and obtain the average value. If the absolute value of the difference between a pressure attenuation coefficient and the average value exceeds a set first threshold, or the absolute value of the difference between two pressure attenuation coefficients exceeds a set second threshold, then add one more soil displacement monitoring pile and two more soil pressure monitoring piles on the corresponding line connecting the surcharge and foundation point.

[0051] In this preferred embodiment, the calculation of the displacement attenuation coefficient between every two depths in each soil displacement detection pile and the calculation of the pressure attenuation coefficient between every two depths in each earth pressure detection pile are specifically as follows: ,

[0052] in, For the corresponding soil displacement detection pile The depth and the first Displacement attenuation coefficient between depths; For the corresponding earth pressure testing pile, the first The depth and the first Pressure attenuation coefficient between depths; , The first The depth and the first One depth; , These are the corresponding soil displacement detection piles. The depth and the first Displacement at a depth; , These are the corresponding earth pressure testing piles. The depth and the first Earth pressure at a depth of [number] degrees.

[0053] S3. Based on the soil pressure and displacement measured at various depths by the soil displacement detection piles and soil pressure detection piles after layout optimization, calculate the absolute value index, rate of change index, correlation index and directional difference index of soil pressure and displacement. Combined with the graded early warning judgment conditions of each index set by the maximum allowable displacement value of the tower foundation pile and the maximum allowable soil pressure value on the pile side, determine whether to issue an alarm and the level of the alarm.

[0054] In this preferred embodiment, the absolute value index, rate of change index, correlation index, and directional difference index are specifically: Obtain the soil pressure and displacement measured at different depths by soil displacement monitoring piles and soil pressure monitoring piles along the line connecting different surcharges and foundation points; calculate the... i The first line connecting the load and the foundation point j The average values ​​of all earth pressures and displacements at the given depth are respectively used as the values ​​of the first depth. i The first direction j Earth pressure at a depth and displacement ; The absolute value index includes the absolute values ​​of earth pressure and displacement at different depths in different directions; the rate of change index includes the rate of change of earth pressure and displacement at different depths in different directions; the correlation index includes the consistency of pressure-displacement coefficient and attenuation coefficient at different depths in different directions; the pressure-displacement coefficient is the ratio of earth pressure to displacement at a corresponding depth in the corresponding direction; the consistency of the attenuation coefficient is obtained by dividing the difference between the pressure attenuation coefficient and the displacement attenuation coefficient at a corresponding depth in the corresponding direction by the corresponding pressure attenuation coefficient and taking the absolute value; the directional difference index is the maximum directional pressure difference in different directions; the maximum directional pressure difference is the maximum earth pressure at different depths in the corresponding direction minus the minimum earth pressure.

[0055] In this preferred embodiment, the tiered early warning judgment conditions set by combining the maximum allowable displacement value of the tower foundation pile and the maximum allowable earth pressure value on the pile side to determine whether to issue an alarm and the alarm level are as follows: Alarm levels include warning, alert, and emergency alert; The threshold values ​​for absolute value indicators, rate of change indicators, and maximum directional pressure difference indicators are set based on the maximum allowable displacement of the tower foundation piles and the maximum allowable earth pressure on the pile side. Among them, the threshold values ​​for absolute value indicators and rate of change indicators include both early warning thresholds and alarm thresholds. Set a threshold for consistency of attenuation coefficients in the correlation indicators; set adaptive alarm conditions for pressure-displacement coefficients in the correlation indicators. Specifically, the warning threshold for the absolute value of earth pressure is 0.8 times the maximum allowable value of the pile side earth pressure. The alarm threshold is 0.95 times the maximum allowable value of the pile side earth pressure. The warning threshold for the absolute value of displacement is 0.8 times the maximum allowable displacement of the tower foundation piles, and the alarm threshold is 0.95 times the maximum allowable displacement of the tower foundation piles; the warning threshold for the rate of change of earth pressure is... The alarm threshold is The warning threshold for the rate of change of displacement is The alarm threshold is , The height of the pile; the threshold for consistency of the attenuation coefficient is 20%; An early warning is issued when an absolute value indicator or rate of change indicator is greater than or equal to the corresponding warning threshold but less than the corresponding alarm threshold, or when only one direction of the correlation indicator meets the corresponding alarm condition; the correlation indicator meets the corresponding alarm condition when the threshold of attenuation coefficient consistency is greater than or equal to the corresponding threshold or the pressure-displacement coefficient meets the adaptive alarm condition. An alarm is triggered when an absolute value indicator or rate of change indicator is greater than or equal to the corresponding alarm threshold, or when more than one direction correlation indicator meets the corresponding alarm condition, or when only one direction difference indicator is greater than or equal to the corresponding threshold. If the directional difference index in more than one direction is greater than or equal to the corresponding threshold, an emergency alarm will be issued.

[0056] In this preferred embodiment, the adaptive alarm condition for setting the pressure-displacement coefficient in the correlation index specifically includes:

[0057] In the formula, The set pressure-displacement coefficient consistency threshold is 30% in this embodiment; For the first i The first directionj Pressure-displacement coefficient at depth; For the first j One depth; This is the lateral proportionality coefficient of the soil along the pile. Calculated based on soil stratification and soil type.

[0058] In this embodiment, if the alarm level is a warning, the detection frequency of soil displacement detection piles and soil pressure detection piles is increased to verify whether the surcharge loading rate is the same as the set value. If the alarm level is alarm, then surcharge loading is suspended and the maximum allowable value of earth pressure on the pile side is recalculated. If the alarm level is an emergency alarm, the load is unloaded and the tower foundation piles are reinforced.

[0059] Embodiment 3 of the present invention proposes a transmission tower foundation extrusion monitoring system based on the transmission tower foundation extrusion monitoring method described in Embodiment 2 of the present invention, including a maximum value setting module, a layout module, and an anomaly detection module, specifically as follows: Maximum value setting module: used to set the maximum allowable displacement of the tower foundation pile, calculate the maximum allowable earth pressure on the pile side and the depth at which the maximum allowable earth pressure on the pile side is located; Layout module: Used to initially arrange the positions of soil displacement detection piles and earth pressure detection piles according to the unevenness of the load. The height of the soil displacement detection piles and earth pressure detection piles is greater than the depth where the maximum allowable value of the earth pressure on the pile side is located. Based on the earth pressure and displacement measured at various depths by the currently arranged soil displacement detection piles and earth pressure detection piles, the pressure attenuation coefficient and displacement attenuation coefficient are calculated, and the layout is optimized based on the pressure attenuation coefficient and displacement attenuation coefficient. Anomaly Detection Module: Based on the soil pressure and displacement measured at various depths by the soil displacement detection piles and soil pressure detection piles after layout optimization, it calculates the absolute value index, rate of change index, correlation index, and directional difference index of soil pressure and displacement. Combined with the graded early warning judgment conditions set for each index of the tower foundation pile maximum allowable displacement value and the pile side maximum allowable soil pressure value, it determines whether to issue an alarm and the alarm level.

[0060] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and not to limit it. Although the present invention has been described in detail with reference to the above embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the specific implementation of the present invention. Any modifications or equivalent substitutions that do not depart from the spirit and scope of the present invention should be covered within the protection scope of the claims of the present invention.

Claims

1. A soil pressure monitoring pile, comprising a top component (1-4), a pile body (1-1), a bottom component (1-3), a soil pressure cell (2-3), and a data transmission cable (2-2), characterized in that: The pile body (1-1) is a hollow cubic structure. Several slots (1-2) are opened on the side of the pile body (1-1) to fix and install the earth pressure box (2-3). One side of the earth pressure box is flush with the outer surface of the pile body (1-1). A data transmission cable (2-2) is installed on the opposite side of the earth pressure box (2-3). The bottom component (1-3) is a square pyramid, fixed to the bottom of the pile body (1-1); the top component (1-4) is a reinforcing structure; the soil pressure monitoring pile is driven into the soil layer at a predetermined depth through the reinforcing structure, and the soil pressure at different depths is sensed by the soil pressure box (2-3) and the sensed pressure signal is transmitted through the transmission cable.

2. The soil pressure monitoring pile according to claim 1, characterized in that: The top component (1-4) consists of a top plate (3-1) and a support component (3-2). The top plate (3-1) is a cube, and the length and width of the top plate (3-1) are greater than the length and width of the pile body (1-1), respectively. The top plate (3-1) is fixed to the top of the pile body (1-1) by the support component (3-2). The support component (3-2) includes four support legs and a support sleeve. The pile body is fixed inside the support sleeve. The center point of the top plate (3-1) coincides with the center point of the pile body (1-1).

3. A soil pressure monitoring pile according to claim 1 or 2, characterized in that: The pile body (1-1) is a steel structure, and the bottom component (1-3) is a sealed steel cone structure.

4. A method for monitoring the compression of transmission tower foundations based on the soil pressure monitoring piles described in any one of claims 1-3, characterized in that, include: Set the maximum allowable displacement of the tower foundation piles, calculate the maximum allowable earth pressure on the pile side and the depth at which the maximum allowable earth pressure on the pile side is located; The locations of soil displacement detection piles and earth pressure detection piles are initially arranged according to the unevenness of the surcharge. The height of the soil displacement detection piles and earth pressure detection piles is greater than the depth where the maximum allowable earth pressure on the pile side is located. Based on the earth pressure and displacement measured at various depths by the currently arranged soil displacement detection piles and earth pressure detection piles, the pressure attenuation coefficient and displacement attenuation coefficient are calculated. The layout is optimized based on the pressure attenuation coefficient and displacement attenuation coefficient. Based on the soil pressure and displacement measured at various depths by the soil displacement detection piles and soil pressure detection piles after the layout optimization, the absolute value index, rate of change index, correlation index and directional difference index of soil pressure and displacement are calculated. Combined with the graded early warning judgment conditions of each index set by the maximum allowable displacement value of the tower foundation pile and the maximum allowable soil pressure value on the pile side, it is determined whether to issue an alarm and the level of the alarm.

5. The method for monitoring the compression of transmission tower foundations according to claim 4, characterized in that: The locations of the soil displacement monitoring piles and earth pressure monitoring piles are initially arranged according to the unevenness of the surcharge, specifically as follows: Each leg of the tower foundation pile is treated as a foundation point. If the height difference between two loads is greater than a set height difference threshold or the total area of ​​all loads is less than a set area threshold, then a soil displacement detection pile and two earth pressure detection piles are set on the line connecting each load to the nearest foundation point. If the load is at the same distance from multiple foundation points, then a soil displacement detection pile and two earth pressure detection piles are set on the line connecting the load to the center point of the tower foundation pile. The soil displacement detection pile is located between the two earth pressure detection piles, and the distance between the soil displacement detection pile and the two earth pressure detection piles is equal. Otherwise, a soil displacement detection pile and an earth pressure detection pile shall be set on the line connecting each load and the nearest foundation point to the corresponding load. If the load is at the same distance from multiple foundation points, a soil displacement detection pile and an earth pressure detection pile shall be set on the line connecting the load and the center point of the tower foundation pile. All soil displacement and soil pressure monitoring piles are located less than the set distance threshold from their corresponding foundation points.

6. The method for monitoring the compression of transmission tower foundations according to claim 5, characterized in that: The calculation of the pressure attenuation coefficient and displacement attenuation coefficient, and the layout optimization based on the pressure attenuation coefficient and displacement attenuation coefficient, specifically involves: Calculate the displacement attenuation coefficient between every two depths in each soil displacement monitoring pile; calculate the pressure attenuation coefficient between every two depths in each earth pressure monitoring pile; For all displacement and pressure attenuation coefficients of soil displacement and pressure monitoring piles on the line connecting a load and a foundation point, calculate the sum of all displacement and pressure attenuation coefficients and take the average value. If the absolute value of the difference between the pressure attenuation coefficient and the average value exceeds a set first threshold, or the absolute value of the difference between two pressure attenuation coefficients exceeds a set second threshold, then add one more soil displacement monitoring pile and two more soil pressure monitoring piles on the corresponding line connecting the load and foundation point.

7. The method for monitoring the crushing of transmission tower foundations according to claim 6, characterized in that: The calculation of the displacement attenuation coefficient between every two depths in each soil displacement monitoring pile and the calculation of the pressure attenuation coefficient between every two depths in each earth pressure monitoring pile are specifically as follows: ， in, For the corresponding soil displacement detection pile The depth and the first Displacement attenuation coefficient between depths; For the corresponding earth pressure testing pile, the first The depth and the first Pressure attenuation coefficient between depths; , The first The depth and the first One depth; , These are the corresponding soil displacement detection piles. The depth and the first Displacement at a depth; , These are the corresponding earth pressure testing piles. The depth and the first Earth pressure at a depth of [number] degrees.

8. The method for monitoring the crushing of transmission tower foundations according to claim 7, characterized in that: The absolute value index, rate of change index, correlation index, and directional difference index are specifically as follows: Obtain the soil pressure and displacement measured at different depths by soil displacement monitoring piles and soil pressure monitoring piles along the line connecting different surcharges and foundation points; calculate the... i The first line connecting the load and the foundation point j The average values ​​of all earth pressures and displacements at the given depth are respectively used as the values ​​of the first depth. i The first direction j Earth pressure at a depth and displacement ; The absolute value index includes the absolute values ​​of earth pressure and displacement at different depths in different directions; the rate of change index includes the rate of change of earth pressure and displacement at different depths in different directions; the correlation index includes the consistency of pressure-displacement coefficient and attenuation coefficient at different depths in different directions; the pressure-displacement coefficient is the ratio of earth pressure to displacement at a corresponding depth in the corresponding direction; the consistency of the attenuation coefficient is obtained by dividing the difference between the pressure attenuation coefficient and the displacement attenuation coefficient at a corresponding depth in the corresponding direction by the corresponding pressure attenuation coefficient and taking the absolute value; the directional difference index is the maximum directional pressure difference in different directions; the maximum directional pressure difference is the maximum earth pressure at different depths in the corresponding direction minus the minimum earth pressure.

9. The method for monitoring the crushing of transmission tower foundations according to claim 8, characterized in that: The tiered early warning judgment conditions for each index, which are set based on the maximum allowable displacement value of the tower foundation pile and the maximum allowable earth pressure value on the pile side, determine whether to issue an alarm and the alarm level, specifically as follows: Alarm levels include warning, alert, and emergency alert; The threshold values ​​for absolute value indicators, rate of change indicators, and maximum directional pressure difference indicators are set based on the maximum allowable displacement of the tower foundation piles and the maximum allowable earth pressure on the pile side. Among them, the threshold values ​​for absolute value indicators and rate of change indicators include both early warning thresholds and alarm thresholds. Set a threshold for consistency of attenuation coefficients in the correlation indicators; set adaptive alarm conditions for pressure-displacement coefficients in the correlation indicators. An early warning is issued when an absolute value indicator or rate of change indicator is greater than or equal to the corresponding warning threshold but less than the corresponding alarm threshold, or when only one direction of the correlation indicator meets the corresponding alarm condition; the correlation indicator meets the corresponding alarm condition when the threshold of attenuation coefficient consistency is greater than or equal to the corresponding threshold or the pressure-displacement coefficient meets the adaptive alarm condition. An alarm is triggered when an absolute value indicator or rate of change indicator is greater than or equal to the corresponding alarm threshold, or when more than one direction correlation indicator meets the corresponding alarm condition, or when only one direction difference indicator is greater than or equal to the corresponding threshold. If the directional difference index in more than one direction is greater than or equal to the corresponding threshold, an emergency alarm will be issued.

10. A method for monitoring the crushing of transmission tower foundations according to claim 9, characterized in that: The adaptive alarm condition for the pressure-displacement coefficient in the set correlation index is specifically as follows: In the formula, The set pressure-displacement coefficient consistency threshold; For the first i The first direction j Pressure-displacement coefficient at depth; For the first j One depth; This is the lateral proportionality coefficient of the soil along the pile. Calculated based on soil stratification and soil type.

11. The method for monitoring the crushing of transmission tower foundations according to claim 10, characterized in that: If the alarm level is warning, increase the detection frequency of soil displacement detection piles and soil pressure detection piles, and verify whether the surcharge loading rate is the same as the setting. If the alarm level is alarm, then surcharge loading is suspended and the maximum allowable value of earth pressure on the pile side is recalculated. If the alarm level is an emergency alarm, the load is unloaded and the tower foundation piles are reinforced.

12. A transmission tower foundation extrusion monitoring system based on the transmission tower foundation extrusion monitoring method according to any one of claims 4-11, comprising a maximum value setting module, a layout module, and an anomaly detection module, characterized in that: Maximum value setting module: used to set the maximum allowable displacement of the tower foundation pile, calculate the maximum allowable earth pressure on the pile side and the depth at which the maximum allowable earth pressure on the pile side is located; Layout module: Used to initially arrange the positions of soil displacement detection piles and earth pressure detection piles according to the unevenness of the load. The height of the soil displacement detection piles and earth pressure detection piles is greater than the depth where the maximum allowable value of the earth pressure on the pile side is located. Based on the earth pressure and displacement measured at various depths by the currently arranged soil displacement detection piles and earth pressure detection piles, the pressure attenuation coefficient and displacement attenuation coefficient are calculated, and the layout is optimized based on the pressure attenuation coefficient and displacement attenuation coefficient. Anomaly Detection Module: Based on the soil pressure and displacement measured at various depths by the soil displacement detection piles and soil pressure detection piles after layout optimization, it calculates the absolute value index, rate of change index, correlation index, and directional difference index of soil pressure and displacement. Combined with the graded early warning judgment conditions set for each index of the tower foundation pile maximum allowable displacement value and the pile side maximum allowable soil pressure value, it determines whether to issue an alarm and the alarm level.

Images