A deep foundation pit construction settlement control method and device

Abstract

The present application relates to the technical field of settlement control, in particular to a deep foundation pit construction settlement control method and device, comprising the following steps: obtaining stress and displacement data, calculating difference change rate, identifying stable section, generating control instruction and synchronously recording construction state, and completing settlement control management. In the present application, the stress sensing and displacement monitoring results are quantified as transverse counterforce and vertical displacement rate indexes, and the change rate in a continuous period is used for dynamic judgment, so as to identify the stress stable section and the settlement coordination section, thereby screening the structural area meeting the synchronous operation condition, and generating the control instruction in parallel for unlocking the formwork and starting the pouring operation, realizing the automatic construction permission judgment and operation instruction issuing based on the structural stable state, further forming the settlement control management closed loop through the construction state recording and operation process marking, and improving the precision of operation section identification and the response efficiency of construction control.

Description

Technical Field

[0001] This invention relates to the field of settlement control technology, and in particular to a method and device for settlement control during deep foundation pit construction. Background Technology

[0002] Settlement control technology refers to a series of engineering methods and measures adopted in building construction, especially underground structure construction, to avoid or reduce uneven or excessive settlement of the foundation and surrounding buildings caused by construction activities such as excavation, support, and dewatering. It covers matters such as foundation pit support design, groundwater level control, support structure deformation control, and settlement monitoring of adjacent buildings. Its methodological characteristics are manifested in the systematic selection of methods such as anchor cable support, interlocking pile retaining, recharge well installation, layered excavation, and deformation monitoring based on geological survey data and surrounding environmental conditions. By optimizing the construction sequence and process flow, it ensures the safety of foundation pit excavation and controllable ground settlement. Among these, traditional deep foundation pit construction settlement control methods refer to a series of engineering measures implemented in projects with basements or deep foundation excavation to ensure construction safety within the pit and prevent adverse settlement effects on surrounding structures and pipelines. This typically involves setting up a support system for the cap beam and lintel beam, laying interlocking piles and prestressed anchor cables, laying steel mesh and spraying concrete for wall protection, and coordinating multiple processes such as layered earthwork excavation, support pile construction, anchor cable tensioning, and lintel beam pouring. To address different geological characteristics and foundation pit layouts, monitoring is conducted by installing displacement monitoring points and water level monitoring points to collect real-time data on settlement rate, pile horizontal displacement, and anchor cable internal forces. This ensures that the settlement rate is within 0.01 mm per day during the stable period, and the cumulative settlement value does not exceed 6.3 mm, forming a comprehensive structural settlement control system.

[0003] In the current process of settlement control during deep foundation pit construction, the main reliance is on statically deployed monitoring points to collect parameters such as settlement, displacement, and water level of the foundation and surrounding structures. There is a lack of dynamic decision-making mechanisms based on real-time construction feedback. The deformation and settlement control measures of the support structure mainly rely on preset plans, which cannot provide differentiated responses to the construction status of different work sections. The settlement control range is wide but the identification granularity is low, making it difficult to accurately identify whether the structural status of each section has reached the conditions for synchronous operation. This leads to problems such as inconsistent rhythm and structural stress imbalance in construction sections, which further exacerbates the risk of uneven settlement and construction interference. At the same time, the lack of linkage control between formwork operation, concrete transportation and other links and the structural monitoring results results in delayed operation instructions or insufficient regional adaptability, which is not conducive to the coordination of construction process and precise management of settlement control. Summary of the Invention

[0004] To address the technical problems existing in the prior art, this invention provides a method for controlling settlement during deep foundation pit construction, comprising the following steps:

[0005] To achieve the above objectives, the present invention adopts the following technical solution: a method for controlling settlement during deep foundation pit construction, comprising the following steps:

[0006] S1: Obtain the output voltage signal of the stress sensor at the top of the interlocking pile, convert it into a standard lateral reaction force value, calculate the stress difference change rate, compare the stress difference change rate with the stress balance threshold, mark the stable section, and obtain the lateral force stable section of the interlocking pile segment.

[0007] S2: Obtain the vertical displacement readings of the displacement sensors on both sides of the closure section of the crown beam, perform differential processing on the vertical settlement change values ​​at both ends within the sampling period, calculate the displacement change rate per unit time, identify the area with consistent settlement rate, and obtain the vertically coordinated section of the closure section surface.

[0008] S3: Based on the transverse stress-stable section of the interlocking pile segment and the vertical coordination section of the closure segment, determine whether the corresponding closure segment simultaneously meets the two conditions of stress difference change rate and displacement rate difference, identify the intersection, screen the area with synchronous structural stability under the same construction section, determine the corresponding pouring execution range, and obtain the permitted section for synchronous construction of the cap beam.

[0009] S4: Based on the pouring execution range in the permitted section for synchronous construction of the cap beam, the control signal is output to the control terminal of the concrete conveying device in the form of an instruction. After receiving the instruction, the control device enters the work preparation state and obtains the formwork execution preparation result.

[0010] S5: Based on the template execution preparation results, record the synchronous pouring status identifier, establish the synchronous operation status of the current construction section, complete the closed-loop labeling of the operation chain, and obtain the deep foundation pit construction settlement control operation management record.

[0011] As a further aspect of the present invention, the stable section specifically refers to the section where the rate of change of stress difference is less than the stress balance threshold; the consistent settlement velocity region specifically refers to the section where the rate of change of displacement per unit time is less than the displacement rate offset threshold.

[0012] As a further aspect of the present invention, the instructions include a template unlocking signal and a pouring start signal.

[0013] As a further aspect of the present invention, the transversely stressed stable section of the interlocking pile segment includes a stress transmission equilibrium state, structural lateral deformation stability, and transverse stiffness consistency; the vertically coordinated section of the closure segment includes vertical settlement rate consistency, time-series displacement matching, and deformation coordination characteristics; the permitted section for synchronous construction of the cap beam includes a transversely stressed equilibrium area, a vertical displacement coordination area, and a synchronous construction structural interval; the template execution preparation results include template release status, concrete conveying channel connectivity, and execution command response status; and the deep foundation pit construction settlement control operation management record includes synchronous pouring status information, operation process coordination identification, and construction chain closed-loop status.

[0014] As a further aspect of the present invention, the step of obtaining the transversely stable segment of the interlocking pile section is as follows:

[0015] S111: Obtain the output voltage signal of the stress sensor installed on the top of the interlocking pile at the crown beam-interlocking pile connection, extract the collected analog voltage signal and multiply it with the preset conversion factor in the analog-to-digital converter, convert the obtained analog voltage conversion value with the standard conversion coefficient, and generate a transverse reaction force numerical sequence.

[0016] S112: Based on the lateral reaction force numerical sequence, select the lateral reaction force values ​​of adjacent interlocking piles in a continuous period, calculate the difference between the lateral reaction forces of adjacent interlocking piles, divide the difference by the reaction force value of the previous interlocking pile, obtain the reaction force change rate sequence of any pair of adjacent interlocking piles in a continuous period, and generate the reaction force change rate matrix of adjacent interlocking piles.

[0017] S113: Based on the reaction force change rate matrix of adjacent interlocking piles, each change rate data is compared with the stress balance threshold item by item, and adjacent interlocking pile segments with change rates less than the stress balance threshold are selected. The segments are numbered and the data is aggregated to obtain the transverse stress stability segments of the interlocking pile segments.

[0018] As a further aspect of the present invention, the step of obtaining the vertical coordination section of the merging segment is as follows:

[0019] S211: Obtain the vertical displacement readings of the displacement sensors installed at the monitoring points on both sides of the closure section of the crown beam, extract the displacement values ​​of the left and right monitoring points in the current sampling period, classify and record the displacement readings according to the monitoring point number and time index, establish the vertical displacement data sequences corresponding to the left and right monitoring points respectively, and generate the vertical displacement sequences at both ends of the closure section.

[0020] S212: Based on the vertical displacement sequence at both ends of the closure segment, select the left displacement value and the right displacement value under the corresponding time index, perform point-by-point difference calculation to obtain the settlement difference value in each sampling period, combine the time interval parameter set in each period, divide the difference value by the time interval to obtain the displacement rate change value per unit time, and generate the vertical settlement rate sequence of the closure segment.

[0021] S213: Based on the vertical settlement rate sequence of the closure segment, each rate value in the sequence is compared with the displacement rate offset threshold item by item, the sampling time period that meets the condition of being less than the displacement rate offset threshold is extracted, and the corresponding sequence interval is marked. A mapping relationship is established between the marking information and the original displacement data sequence, the position number of the corresponding segment on the structural surface is obtained, and the vertical coordination section of the closure segment is generated.

[0022] As a further aspect of the present invention, the step of obtaining the permit section for simultaneous construction of the cap beam is as follows:

[0023] S311: Based on the transverse stress-stable section of the interlocking pile segment and the vertical coordination section of the closing segment, extract all segment numbers, structural surface start and end coordinates and corresponding time index information from the two segment sequences. Use the structural number as the primary key to establish a bidirectional index table, perform a segment number comparison operation, extract the intersection content with the same structural number in the two sequences, and generate an index table of cross-structure stable sections.

[0024] S312: Based on the index table of stable sections of the cross structure, and based on the index value of the structural surface coordinates, the start and end time difference of each cross section in the time series is filtered, the minimum synchronous construction reference duration of the section is set, the intersection items with insufficient duration are eliminated, and only the structural number information of the complete overlapping section is retained to generate a set of synchronous structural stable section numbers.

[0025] S313: Based on the set of synchronous structural stability section numbers and the original structural surface configuration parameter set, perform matching calculations on the horizontal and vertical structural coordinate ranges corresponding to each structural number, extract the structural coordinate combinations that meet the synchronous stability conditions and mark them as constructible sections, establish a mapping between structural numbers and coordinate ranges, and generate the permitted sections for synchronous construction of the cap beam.

[0026] As a further aspect of the present invention, the step of obtaining the template execution preparation result is as follows:

[0027] S411: Based on the locked structure number and coordinate range information in the permitted section of the synchronous construction of the crown beam, construct the corresponding pouring operation area parameter set, generate three-dimensional control parameters including structure number, horizontal coordinate and vertical coordinate for each permitted section, and input the control parameter set into the operation instruction generation module for formatting processing to generate a structure operation instruction data frame;

[0028] S412: Based on the structural operation instruction data frame, according to the coordinate and number information in the field, the template unlocking signal and pouring start signal fields are arranged according to the specified control byte format. The instruction content is marked with the start identifier, signal channel number, control action type and execution timestamp respectively, and sent to the interface of the on-site template control device and concrete conveying control device to generate a control signal transmission frame sequence.

[0029] S413: Based on the control signal transmission frame sequence, perform status identification processing on the feedback response content of the on-site formwork control system and concrete conveying system, parse the unlock feedback signal and preparation status code, extract the status identifier field and response time field, aggregate all equipment return statuses and sort them by structure number, and generate the formwork execution preparation result.

[0030] As a further aspect of the present invention, the steps for obtaining the deep foundation pit construction settlement control operation management record are as follows:

[0031] S511: Based on the template execution preparation results, select all structure numbers with a return status code of 00 as the current work units that can enter the synchronous operation process, record the work preparation completion timestamp of each structure number, and bind synchronous pouring status identifier parameters to it to generate a synchronous pouring status identifier set.

[0032] S512: Based on the synchronous pouring status identifier set, combined with the preset process configuration parameter table of the operation process management, establish an operation process sequence for each identifier structure number according to the three process nodes of template unlocking, wet curing guarantee, and concrete pouring, and set the process start time index in sequence according to the status time field to form a status mapping between the structure number and the process node, and generate a structure operation process sequence matrix.

[0033] S513: Based on the structure operation process sequence matrix, perform time closed-loop verification on the status records of the three operation nodes corresponding to each structure number to determine whether unlocking, wet curing, and pouring are completed sequentially within the allowable time tolerance. If the conditions are met, mark the status chain closed loop and write it into the management log module. Aggregate and archive each structure number to establish a deep foundation pit construction settlement control operation management record.

[0034] A settlement control device for deep foundation pit construction includes:

[0035] The stress acquisition module is used to perform S1: acquire the output voltage signal of the stress sensor at the top of the interlocking pile, convert it into a standard lateral reaction force value, calculate the stress difference change rate, compare the stress difference change rate with the stress balance threshold, mark the stable section, and obtain the lateral stress stable section of the interlocking pile segment.

[0036] The displacement monitoring module is used to execute S2: acquire the vertical displacement readings of the displacement sensors on both sides of the closure section of the crown beam, perform differential processing on the vertical settlement change values ​​at both ends within the sampling period, calculate the displacement change rate per unit time, identify areas with consistent settlement rates, and obtain the vertically coordinated section of the closure section surface.

[0037] The synchronous identification module is used to perform S3: based on the transverse stress-stable section of the interlocking pile segment and the vertical coordination section of the closure segment, it determines whether the corresponding closure segment simultaneously meets the two conditions of stress difference change rate and displacement rate difference, performs intersection identification, filters out areas with synchronous structural stability under the same construction section, determines the corresponding pouring execution range, and obtains the permitted section for synchronous construction of the cap beam.

[0038] The control instruction module is used to execute S4: according to the pouring execution range in the permitted section of the synchronous construction of the cap beam, the control signal is output to the control terminal of the concrete conveying device in the instruction format. After receiving the instruction, the control device enters the work preparation state and obtains the template execution preparation result.

[0039] The settlement control module is used to execute S5: based on the template execution preparation results, record the synchronous pouring status identifier, establish the synchronous operation status of the current construction section, complete the closed-loop labeling of the operation chain, and obtain the deep foundation pit construction settlement control operation management record.

[0040] Compared with the prior art, the advantages and positive effects of the present invention are as follows:

[0041] In this invention, by quantifying stress sensing and displacement monitoring results into lateral reaction force and vertical displacement rate indicators, and dynamically judging them based on the rate of change within a continuous period, it is possible to identify stress-stable sections and settlement coordination sections, thereby screening structural areas that meet the conditions for synchronous operation, and generating control commands to unlock the formwork and start the pouring operation. This realizes automated construction permit determination and operation command issuance based on the structural stability state. Furthermore, by recording construction status and annotating operation processes, a settlement control management closed loop is formed, improving the accuracy of operation section identification and the response efficiency of construction control, and solving the settlement control problems caused by poor real-time performance, inaccurate section matching, and disconnected operation processes in traditional methods. Attached Figure Description

[0042] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0043] Figure 1 This is a schematic diagram of the steps of the present invention;

[0044] Figure 2 This is a flowchart of the process for obtaining the lateral stress stability section of the interlocking pile segment in this invention;

[0045] Figure 3 This is a flowchart illustrating the process of obtaining the vertical coordination section of the merging segment in this invention.

[0046] Figure 4 This is a flowchart illustrating the process of obtaining permits for the simultaneous construction of the cap beam in this invention.

[0047] Figure 5 Flowchart for obtaining the execution result of the template of this invention;

[0048] Figure 6 This is a flowchart illustrating the process of obtaining management records for settlement control during deep foundation pit construction, as described in this invention.

[0049] Figure 7 This is a schematic diagram of the device module of the present invention. Detailed Implementation

[0050] The technical solution of the present invention will now be described with reference to the accompanying drawings.

[0051] In embodiments of the present invention, words such as "exemplarily," "for example," etc., are used to indicate that something is an example, illustration, or description. Any embodiment or design described as "exemplary" in the present invention should not be construed as being more preferred or advantageous than other embodiments or designs. Specifically, the use of the word "exemplary" is intended to present the concept in a concrete manner. Furthermore, in embodiments of the present invention, the meaning expressed by "and / or" can be both, or either one.

[0052] In the embodiments of this invention, the terms "image" and "picture" may sometimes be used interchangeably. It should be noted that, without emphasizing the distinction between them, they convey the same meaning. Similarly, the terms "of," "corresponding (relevant)," and "corresponding" may sometimes be used interchangeably. It should be noted that, without emphasizing the distinction between them, they convey the same meaning.

[0053] In this embodiment of the invention, sometimes a subscript such as W1 may be written in a non-subscript form such as W1. When the difference is not emphasized, the meaning they express is the same.

[0054] To make the technical problems, technical solutions and advantages of the present invention clearer, a detailed description will be given below in conjunction with the accompanying drawings and specific embodiments.

[0055] Please see Figure 1 This invention provides a method for controlling settlement during deep foundation pit construction, comprising the following steps:

[0056] S1: Obtain the output voltage signal of the stress sensor installed on the top of the interlocking pile at the crown beam-interlocking pile connection, convert it into the lateral reaction force value in standard unit kN using an analog-to-digital converter, calculate the stress difference change rate by combining the stress values ​​of adjacent interlocking piles in a continuous cycle, judge the change rate against the stress balance threshold (5% structural stress), mark the segments that are less than the stress balance threshold, and obtain the lateral stress stability segment of the interlocking pile segment;

[0057] S2: Obtain the vertical displacement readings of the displacement sensors installed at the monitoring points on both sides of the closure section of the crown beam. Combine the vertical settlement change values ​​at both ends within the sampling period with differential processing and calculate the displacement change rate per unit time based on the time interval. Compare this with the displacement rate offset threshold (0.2 mm / min). If it is less than the displacement rate offset threshold, it is identified as a region with consistent settlement rate, thus obtaining the vertically coordinated section of the closure section.

[0058] S3: Based on the transverse stress stability section of the interlocking pile segment and the vertical coordination section of the closure segment, the intersection identification is performed on whether the corresponding closure segment simultaneously meets the two conditions of stress difference change rate and displacement rate difference. The area with synchronous structural stability under the same construction section is screened, and the corresponding pouring execution range is determined to obtain the permitted section for synchronous construction of the cap beam.

[0059] S4: Based on the locked pouring execution range in the permitted section of the cap beam synchronous construction, the control signal is output to the on-site formwork locking and concrete conveying device control terminal in the formwork locking and concrete conveying device in the formwork locking and concrete conveying device control terminal ...

[0060] S5: Based on the template preparation results, record the synchronous pouring status identifier, and establish the synchronous operation status of template unlocking, wet curing guarantee, and concrete pouring process of the current construction section through operation process management, complete the closed-loop labeling of the operation chain, and obtain the deep foundation pit construction settlement control operation management record.

[0061] The lateral stress stability section of the interlocking pile segment includes the stress transfer equilibrium state, structural lateral deformation stability, and lateral stiffness consistency. The vertical coordination section of the closure segment includes the vertical settlement rate consistency, time-series displacement matching, and deformation coordination characteristics. The permitted section for synchronous construction of the cap beam includes the lateral stress equilibrium area, the vertical displacement coordination area, and the synchronous construction structure interval. The formwork execution preparation results include the formwork release status, concrete delivery channel connectivity, and execution command response status. The deep foundation pit construction settlement control operation management record includes synchronous pouring status information, operation process coordination identification, and construction chain closed-loop status.

[0062] Please see Figure 2 The specific steps of S1 are as follows:

[0063] S111: Obtain the output voltage signal of the stress sensor installed on the top of the interlocking pile at the crown beam-interlocking pile connection, extract the collected analog voltage signal and multiply it with the preset conversion factor in the analog-to-digital converter, convert the obtained analog voltage conversion value with the standard conversion coefficient, and generate a transverse reaction force numerical sequence.

[0064] The output voltage signal of the stress sensor installed at the top of the interlocking pile at the connection between the crown beam and the interlocking pile is acquired. This stress sensor is a strain gauge resistive sensor with an analog voltage output of 0–50mV. First, the sensor is fixed to the outside of the steel bar at the top of the interlocking pile. Stress transmission is stabilized by a strain gauge adhesive layer. After the sensor is powered on, the output voltage signal is recorded by the acquisition terminal. The sampling frequency is set to 10Hz and the acquisition time is 60s to form 600 sets of raw voltage data. Then, an analog-to-digital converter is used to perform 16-bit quantization encoding on each set of voltage signals. The range of the analog-to-digital converter is ±10V, and the corresponding digital resolution is 1bit=0.305mV. In this way, the acquired voltage signal is converted from analog to digital matrix. Each column in the matrix represents a data frame of one monitoring cycle.

[0065] Based on the sensor calibration parameters, the digital signal was multiplied by a sensitivity coefficient of 0.0012 kN / mV, which was obtained from a loading experiment. Different horizontal forces (10, 20, 30, 40, 50 kN) were applied in the experiment, and the output voltages (8.2, 16.4, 24.5, 33.0, 41.3 mV) were recorded. A linear relationship was then fitted. ,in It is the lateral reaction force (kN). This represents the output voltage (mV). The 600 data points are then processed point by point. For example, when the collected voltage is 32mV, the corresponding reaction force is calculated as follows: During the calculation, multiplication and addition operations are performed on each set of voltage signals to generate a one-dimensional reaction force sequence. To avoid noise interference, a filtering threshold of ±1.5mV is set, and data segments with changes exceeding the threshold are removed, leaving 95% of the data as valid data.

[0066] To facilitate the demonstration of the conversion effect at different measuring points, some monitoring data are listed in Table 1.

[0067] Table 1. Conversion Table of Voltage and Reaction Force at Monitoring Point at the Top of the Interlocking Pile

[0068] Monitoring point number Output voltage (mV) Reaction force after conversion (kN) 1 10.5 13.31 2 18.7 23.27 3 25.2 31.24 4 32.0 39.54 5 40.5 49.91

[0069] As shown in Table 1, the voltage signals from different monitoring points are converted to form corresponding lateral reaction force values. All measuring point and periodic data are integrated according to the time series to generate a 600×5 two-dimensional reaction force data array. The array is then sliced ​​in the time dimension to obtain the continuous reaction force changes at each monitoring point, ultimately generating a lateral reaction force numerical sequence.

[0070] S112: Based on the lateral reaction force numerical sequence, select the lateral reaction force values ​​of adjacent interlocking piles in a continuous period, calculate the difference between the lateral reaction forces of adjacent interlocking piles, divide the difference by the reaction force value of the previous interlocking pile, obtain the reaction force change rate sequence of any pair of adjacent interlocking piles in a continuous period, and generate the reaction force change rate matrix of adjacent interlocking piles.

[0071] Based on the numerical sequence of lateral reaction forces, the difference between the lateral reaction force values ​​of adjacent interlocking piles in a continuous cycle is calculated. Let the th... Root interlocking post in the first The reaction force at each sampling time is , No. Root is Calculate the difference Then calculate the rate of change. For example, when the reactions of the first and second piles are 39.5 kN and 41.2 kN respectively, the difference is 1.7 kN, and the rate of change is... The ratio is 4.3%. During the calculation, the system uses the reaction force data from the previous moment as the denominator and updates it periodically to construct a reaction force change rate time matrix. Each row of this matrix corresponds to an adjacent pile pair (n-1 groups in total), and each column corresponds to a time step (600 sampling points in total), with a dimension of (n-1) × 600. For example, in a monitoring array of 5 piles, the matrix is ​​4 × 600. To prevent abnormal ratios caused by an excessively small denominator, a lower limit benchmark value of 10 kN for the reaction force is set; pile data below this value are not included in the calculation. After calculating the ratio point by point, the average of each element in the matrix is ​​calculated along the column direction to obtain the trend of the periodic change rate. For example, the average change rate of the first pile pair is 4.2%, the second pair is 3.8%, the third pair is 4.9%, and the fourth pair is 5.1%. After the change rate matrix is ​​formed, outliers exceeding 10% (such as those with a change rate > 20% due to signal drift at the measuring points) are subject to amplitude limiting correction, truncating them to 20%. The matrix values ​​after this processing are all in the range of 0–0.2, forming the final matrix of the rate of change of reaction force between adjacent interlocking piles.

[0072] S113: Based on the reaction force change rate matrix of adjacent interlocking piles, each change rate data is compared with the stress balance threshold item by item. Adjacent interlocking pile segments with change rates less than the stress balance threshold are selected, and the segments are numbered, marked, and aggregated to obtain the transverse stress stability segments of the interlocking pile segments.

[0073] Based on the reaction rate matrix of adjacent interlocking piles, the rate of change data for each pile pair in each sampling period is compared item by item with a set stress balance threshold, which is defined as 5% of the structural stress. Structural stress To determine the pile stress value corresponding to the design load, a standard of 1000 kN is used, with a stress balance threshold of 50 kN. The reaction force difference corresponding to each rate of change is compared with 50 kN. When the reaction force difference calculated from the rate of change is less than this threshold, it is determined to be a stable stress zone. In the actual calculation example, if the average reaction force change rate of the second pair of piles is 4.3%, its reaction force difference is 43 kN < 50 kN, then it is marked as a stable zone; if the rate of change of the fourth pair of piles is 5.1%, its reaction force difference is 51 kN > 50 kN, then it is determined to be an unstable zone. This logic is used to filter each pair of pile segments item by item, marking stable zone numbers (such as S1, S2, etc.), and then aggregating data segments that continuously meet the stability conditions within adjacent consecutive periods into a complete stress stability interval. After the filtering is completed, the results are output as a list of pile segment numbers and corresponding time ranges, forming a pile segment stability mapping table. For example, the stability time interval for segment S1 (pile 1 and 2) is 0–40 s, and for segment S2 it is 10–55 s. Finally, all pile segments that meet the conditions are sorted in numerical order and aggregated to form interlocking pile segments with stable lateral stress.

[0074] Please see Figure 3 The specific steps of S2 are as follows:

[0075] S211: Obtain the vertical displacement readings of the displacement sensors installed at the monitoring points on both sides of the closure section of the crown beam, extract the displacement values ​​of the left and right monitoring points in the current sampling period, classify and record the displacement readings according to the monitoring point number and time index, establish the vertical displacement data sequences corresponding to the left and right monitoring points respectively, and generate the vertical displacement sequences at both ends of the closure section.

[0076] Vertical displacement readings from displacement sensors installed at monitoring points on both sides of the closure section of the crown beam were acquired. First, LVDT-200 linear displacement sensors were symmetrically deployed at both ends of the closure section structure and fixed to the base structure with bottom steel plates. Data acquisition terminals were connected via leads for sampling. The sensor has a measurement range of ±200mm, an accuracy of 0.01mm, a sampling frequency of 1Hz, and a single acquisition time of 60min, resulting in 3600 sets of raw displacement readings. Each set of data includes three items: sensor number, sampling timestamp, and current displacement reading. Then, all sampling results were clustered according to sampling time to construct a two-dimensional displacement data matrix, with the left sensor data as the left column and the right sensor data as the right column, to achieve synchronous comparison of displacement data at both ends.

[0077] Subsequently, the displacement data in each column were numbered and classified, arranged according to the monitoring point number order and time index, and divided into left displacement sequence and right displacement sequence. Taking actual data as an example, the vertical displacement of a certain measuring point on the left within 0–5 min was 0.12, 0.13, 0.15, 0.17, and 0.20 mm, respectively, while the corresponding displacement of the measuring point on the right was 0.14, 0.16, 0.18, 0.19, and 0.22 mm. The two sets of data were paired according to the sampling time, and after being uniformly encoded, they were sent to the subsequent calculation module for difference calculation and rate processing. Finally, a complete bilateral vertical displacement time series was constructed within the sampling period, and a structured data format was formed.

[0078] To better illustrate the changes in displacement readings at both ends, data for some time periods are listed in Table 2:

[0079] Table 2 Displacement data of monitoring points on the left and right sides of the closure section

[0080] Sampling time (min) Displacement of the monitoring point on the left (mm) Displacement of monitoring point on the right (mm) 0 0.12 0.14 1 0.13 0.16 2 0.15 0.18 3 0.17 0.19 4 0.20 0.22

[0081] As shown in Table 2, the displacement readings of the left and right monitoring points with sampling times of 0–4 min have been synchronized and organized, the time alignment within each sampling period has been completed, and the vertical displacement sequence at both ends of the closing segment has been generated.

[0082] S212: Based on the vertical displacement sequence at both ends of the closure segment, select the left displacement value and the right displacement value under the corresponding time index, perform point-by-point differential calculation to obtain the settlement difference value in each sampling period, combine the time interval parameter set in each period, divide the difference value by the time interval to obtain the displacement rate change value per unit time, and generate the vertical settlement rate sequence of the closure segment.

[0083] Based on the vertical displacement sequence at both ends of the closure segment and the displacement data in Table 4, the displacement difference between the left and right monitoring points is extracted at each sampling time to construct a settlement difference sequence. The left displacement value is subtracted from the right displacement value at each time using a differential processing method. For example, in the first minute, the displacements of the left and right monitoring points are 0.13 mm and 0.16 mm, respectively, with a difference of 0.03 mm. The difference is 0.03 mm in the second minute, 0.02 mm in the third minute, and so on. The corresponding time step is set to 1 minute, which is used as the denominator for subsequent rate calculations.

[0084] Subsequently, the settlement difference at each time point was divided by the sampling period time interval to form the settlement rate value per unit time, i.e., the displacement change rate. Form unfolds, in which The difference between the left and right displacements at a certain sampling time. The sampling interval is 1 minute.

[0085] Taking the 4th minute as an example, the displacement on the left is 0.20mm, and on the right it is 0.22mm, with a difference of 0.02mm. Therefore, the velocity at that moment is... .

[0086] By performing this operation on 3600 sets of data within the entire sampling interval, a one-dimensional settlement rate sequence of length 3600 is finally formed. This sequence is then indexed and identified in chronological order for subsequent comparison with the offset threshold to generate the vertical settlement rate sequence of the closure segment.

[0087] S213: Based on the vertical settlement rate sequence of the closure segment, compare each rate value in the sequence with the displacement rate offset threshold item by item, extract the sampling time period that meets the condition of being less than the displacement rate offset threshold, mark the corresponding sequence intervals, establish the mapping relationship between the marking information and the original displacement data sequence, obtain the position number of the corresponding section on the structural surface, and generate the vertical coordination section of the closure segment surface.

[0088] Based on the vertical settlement rate sequence of the closure segment, the rate value within each sampling period is retrieved item by item and compared with the displacement rate offset threshold, which is set to 0.2 mm / min and used as the rate offset reference value. The system then calculates the rate value at each sampling time t. Determine the threshold, if If the value is true, then the time is recorded as the rate coordination state. A Boolean mask sequence is generated using a logical judgment structure, and the corresponding result of True is the settlement consistency interval.

[0089] To improve the stability of the judgment, a threshold of 5 consecutive True states is set to mark the start of a coordinated zone. If the number of consecutive True states falls below this threshold, the zone is not included in the valid coordinated zone. In the example data, if the rates for minutes 1–6 are 0.03, 0.04, 0.05, 0.07, 0.09, and 0.10 mm / min respectively, all less than 0.2 mm / min, and this condition is met for 6 consecutive times, then minutes 1–6 are determined to be a consistent settlement velocity range.

[0090] The system aggregates the time period number, start and end times, and monitoring point location information corresponding to the data segment that meets the continuous state to form a coordinated section index table, and maps it to the original displacement data. Finally, it outputs the section coordinate index corresponding to the structural surface for that time period, generating the vertical coordinated section of the closure section.

[0091] Please see Figure 4 The specific steps of S3 are as follows:

[0092] S311: Based on the transverse stress-stable section of the interlocking pile segment and the vertical coordination section of the closing segment, extract all segment numbers, structural surface start and end coordinates and corresponding time index information from the two segment sequences. Use the structural number as the primary key to establish a bidirectional index table, perform a segment number comparison operation, extract the intersection content with the same structural number in the two sequences, and generate an index table of cross-structure stable sections.

[0093] Based on the transversely stable sections of the interlocking pile segment and the vertically coordinated sections of the closure segment, the numbering sequence, start and end structural coordinates, and time index values ​​of the two types of structural sections are first extracted. A mapping relationship between structural numbers and coordinate information is then constructed. Let the set of numbers for the transversely stable sections be... The set of vertical coordination section numbers is as follows The set intersection operation is invoked to perform a logical intersection operation on the two sets of structure numbers, identify the intersecting structures with the same number, and obtain the intersection set. .

[0094] For sets For each structure number, its start and end coordinate data are called back to construct the following data frame: the structure coordinates corresponding to number A2 are 12m from the start and 18m from the end, and number A3 is 18m to 24m. Combined with the timestamp information of the monitoring data source, the start and end time indices corresponding to each structure number are marked. For example, the effective time for number A2 is 10–40 minutes, and for number A3 it is 25–55 minutes. The two-dimensional mapping of the structure surface space and time is uniformly organized to generate the initial index framework of the stable section of the structure.

[0095] To improve the accuracy of subsequent structure filtering, the index content is integrated into three columns: structure number, coordinate range, and time period. All matching results are stored uniformly. Part of the index content is shown in Table 3:

[0096] Table 3 Index of Stable Cross Structures

[0097] Structure number Coordinate range (m) Time interval (min) A2 12–18 10–40 A3 18–24 25–55

[0098] As shown in Table 3, structure numbers A2 and A3 exist simultaneously in both the horizontal and vertical stable sections, exhibiting structural intersection characteristics, and thus the index table of stable sections of the intersecting structures can be obtained.

[0099] S312: Based on the index table of stable sections of cross structures and the index value of structural plane coordinates, the start and end time difference of each cross section in the time series is filtered, the minimum synchronous construction reference duration of the section is set, the intersection items with insufficient duration are removed, and only the structural number information of the complete overlapping section is retained to generate a set of synchronous structural stable section numbers.

[0100] Based on the index table of stable sections of intersecting structures, the time length of each structure number is extracted according to its start and end time intervals and filtered against a construction duration reference threshold. This threshold is set to 10 minutes, representing the minimum construction synchronization control time requirement. First, the start and end time difference of structure number A2 is calculated as follows: If the time condition is met within minutes, retain the number, and then perform the same operation on A3 to obtain the time length. Minutes are also retained. If there exists a number A4 whose intersection time is only 6 minutes, then because Those that do not meet the synchronization requirements are removed.

[0101] The system performs difference calculations and logical comparisons with 10 minutes for the intersection duration of each number, filtering out all numbers that meet the conditions to construct a stable, synchronized structure number set. To facilitate data display and subsequent filtering operations, the structure number set is output in array format, for example... Among them, B1 and C4 came from other structural regions and also met the 10-minute condition after screening.

[0102] The synchronization numbering results are shown in Table 4:

[0103] Table 4. Synchronous Stable Structure Numbers and Time Intervals

[0104] Structure number Synchronization time (min) A2 30 A3 30 B1 15 C4 12

[0105] As shown in Table 4, all structure numbers meet the synchronization duration threshold, the filtering is effective, and a set of stable segment numbers of synchronized structures is generated.

[0106] S313: Based on the set of synchronous structural stability section numbers and the original structural surface configuration parameter set, perform matching calculations on the horizontal and vertical structural coordinate ranges corresponding to each structural number, extract the structural coordinate combinations that meet the synchronous stability conditions and mark them as constructible sections, establish a mapping between structural numbers and coordinate ranges, and generate the permitted sections for synchronous construction of the cap beam.

[0107] Based on the synchronous structural stable section number set, the structural coordinate information corresponding to each structural number in the original structural coordinate database is extracted. Then, the start and end coordinates of each structural number in the horizontal (X-axis direction) and vertical (Y-axis direction) directions are retrieved in the planar structural diagram. The structural coordinate combination filtering operation is performed, and all structural coordinate sets that match the synchronous number are divided and uniformly coded according to the regional clustering rules. For example, the coordinates of number A2 are X=12–18m, Y=3–6m, A3 is X=18–24m, Y=3–6m, B1 is X=6–9m, Y=0–3m, and C4 is X=9–12m, Y=6–9m. The coordinates in the structural block are integrated according to the block number. Duplicate numbers or spanning structural sections are merged and then assigned to the unit construction unit.

[0108] Each coordinate segment needs to be compared with the configuration parameter set in the existing construction drawings to confirm its structural width, pouring surface shape, formwork assembly nodes, and other information. The condition segments that meet the "boundary continuity", "component integrity" and "formwork alignment control line" in the drawings should be extracted. All numbers that meet the three structural conditions should be uniformly archived, and the corresponding X / Y coordinate range should be marked for each item, which will be used by the construction scheduling system to generate a list of permitted area numbers.

[0109] Finally, all eligible structural segments are numbered, their coordinates are compiled, and a construction coordinate permit table is output to obtain the permitted sections for simultaneous construction of the cap beam.

[0110] Please see Figure 5 The specific steps of S4 are as follows:

[0111] S411: Based on the locked structure number and coordinate range information in the permitted section for synchronous construction of the cap beam, construct the corresponding pouring operation area parameter set, generate three-dimensional control parameters containing structure number, horizontal coordinate and vertical coordinate for each permitted section, and input the control parameter set into the operation instruction generation module for formatting processing to generate a structure operation instruction data frame;

[0112] Based on the locked structure numbers and coordinate range information in the permitted section for simultaneous construction of the capping beam, the set of structure numbers corresponding to the permitted section is first retrieved from the scheduling system, for example... The system reads the structural geometry range, construction coordinate boundary, and formwork installation type parameters corresponding to each number. It retrieves the horizontal and vertical coordinate ranges from the formwork parameter database through the structural number index field. For example, the coordinate range of number A2 is X=12–18m, Y=0–6m, and its formwork configuration type number M1 is retrieved. The formwork aspect ratio is 6:3. The structural parameters of numbers A3 and B1 are matched sequentially. Then, each structural number, coordinate range, and formwork type is combined into a control parameter group, and instruction input items are constructed in the form of fields, such as structural number, starting coordinates, ending coordinates, formwork type, and structural level.

[0113] Subsequently, according to the instruction format standard of the scheduling system, the above field content is input into the job instruction generation module. Operations such as field concatenation, formatting identifiers, and control byte insertion are performed to uniformly encode each set of structural control parameters, forming a standard structured command format frame. Taking A2 as an example, the structural job instruction fields include: Structure Number = A2, Start Coordinates = 12, End Coordinates = 18, Template Type = M1, Control Mode = Standard. After framing, these are added to the instruction data queue as data units. After all license numbers are processed, the job parameter set generated in the system is shown in Table 5.

[0114] Table 5. Set of Control Parameters for Operation Structure

[0115] Structure number Starting point coordinates (m) End point coordinates (m) Template type Control Mode A2 12 18 M1 standard A3 18 24 M2 strengthen B1 6 9 M1 standard

[0116] As shown in Table 5, each set of control parameters has been standardized and organized. The system arranges them according to the structure number and stores them in the control task queue to generate structure operation instruction data frames.

[0117] S412: Based on the structural operation instruction data frame, according to the coordinate and number information in the field, the formwork unlocking signal and pouring start signal fields are arranged according to the specified control byte format. The instruction content is marked with the start identifier bit, signal channel number, control action type and execution timestamp respectively, and sent to the interface of the on-site formwork control device and concrete conveying control device to generate a control signal transmission frame sequence.

[0118] Based on the structural operation instruction data frame, according to the template operation requirements corresponding to each structural number, the control action field is split and the signal structure construction operation is executed. First, the field value of number A2 in the data frame is read, and its structural number, coordinate range, and template type fields are parsed. Then, a template unlock signal field is generated. This field includes the control identifier header AAH, template channel number 01, control action code UNLOCK, and timestamp 20241112T100000, forming a complete unlock signal instruction. Subsequently, the corresponding pouring start signal field is generated, such as the control identifier header BBH, concrete channel number 02, control code CAST, and timestamp 20241112T100010. The two signal fields are concatenated into a combined control instruction frame and sent to the corresponding control device interface through CAN bus or Ethernet protocol to ensure that the signal is transmitted to the template control end and the conveying device end.

[0119] Command frames numbered A2, A3, and B1 are sent sequentially through different channels. Each frame contains two signal segments (unlock + start), and the signal structure is shown in Table 6.

[0120] Table 6 Control Signal Frame Transmission Structure

[0121] Control Channel Operation type control code Timestamp 01 Template unlock UNLOCK 20241112T100000 02 Start pouring CAST 20241112T100010

[0122] As shown in Table 6, all signal fields in the control frame have been bound to the channel and action identifier respectively, and are uniformly encoded according to the transmission order. After the control system completes the reception, it generates a control signal transmission frame sequence.

[0123] S413: Based on the control signal transmission frame sequence, perform status identification processing on the feedback response content of the on-site formwork control system and concrete conveying system, parse the unlocking feedback signal and preparation status code, extract the status identifier field and response time field, aggregate all equipment return statuses and sort them by structure number, and generate the formwork execution preparation result.

[0124] According to the control signal transmission frame sequence, after receiving the instruction, the control device enters the status feedback cycle. The system monitors the field feedback response frame corresponding to each structure number. The feedback content includes the response flag code, execution status identifier, execution timestamp, and operation status field. For example, the template control device returns the unlock feedback signal field as: response flag ACK, status code 00 (indicating preparation completed), timestamp 20241112T100030. The control system compares and binds this status with the structure number corresponding to the original instruction to establish a feedback status matrix.

[0125] If there exists an unlock response of ACK for structure number A2 with a status code of 00, and structure number A3 is ACK but has a status code of 01 (indicating not unlocked), then only A2 meets the preparation conditions. The system judges all feedback results, and status code 00 is identified as the preparation completed state. The other states are invalidated or suspended. All number records with status codes of 00 are aggregated, and a key-value mapping relationship between structure number and preparation state is established.

[0126] After compiling all response statuses, the system outputs a template preparation status record table, summarizing the number, feedback time, and status identifier, as shown in Table 7:

[0127] Table 7 Template Execution Preparation Status Feedback Form

[0128] Structure number status codes Status Description Timestamp A2 00 Ready 20241112T100030 A3 01 Waiting to unlock 20241112T100032 B1 00 Ready 20241112T100035

[0129] As shown in Table 7, both numbers A2 and B1 returned a ready status. The feedback information was parsed and the number was aggregated. The system obtained the template execution preparation result.

[0130] Please see Figure 6 The specific steps of S5 are as follows:

[0131] S511: Based on the template execution preparation results, select all structure numbers with a return status code of 00 as the current work units that can enter the synchronous operation process, record the work preparation completion timestamp of each structure number, and bind synchronous pouring status identifier parameters to it to generate a synchronous pouring status identifier set.

[0132] Based on the template execution preparation results, firstly, extract all structure numbers with feedback status codes of 00 and their corresponding timestamp fields, indicating that the template control device and concrete conveying device corresponding to the structure have completed initialization preparation. Taking structure number A2 as an example, its feedback status code is 00, and the corresponding time is 10:30 on November 12, 2024. The system then marks this number as a structural unit that can be poured synchronously. Subsequently, a status identifier field is established, the field content of which includes structure number A2, operation status field READY, and status time field 20241112T103000. This information is combined into a status identifier data row and written to the status cache area.

[0133] The above process is executed in batches within the system. All structure numbers with a status code of 00 are filtered, excluding those with status codes 01 or 02. The READY flag is then uniformly used as the valid synchronization start marker for the current process. Subsequently, the system standardizes the flag data format into a three-field structure: structure number, status flag, and timestamp, constructing a two-dimensional status matrix. To facilitate the demonstration of example structure flag information, a selection of status flag records is listed in Table 8.

[0134] Table 8. Record of Synchronous Pouring Status Indicators

[0135] Structure number Status indicator Timestamp A2 READY 20241112T103000 B1 READY 20241112T103500 C4 READY 20241112T104200

[0136] As shown in Table 8, each record has completed the writing of status identifiers and time binding, and the system automatically updates and generates a set of synchronous pouring status identifiers.

[0137] S512: Based on the synchronous pouring status identifier set, combined with the preset process configuration parameter table of the operation process management, a work process sequence is established for each identifier structure number according to the three process nodes of template unlocking, wet curing guarantee and concrete pouring, and the process start time index is set sequentially according to the status time field to form a status mapping between the structure number and the process node, and generate a structure operation process sequence matrix.

[0138] Based on the synchronous pouring status identifier set, the system loads the operation process template configuration table one by one according to the structure number field. For each numbered structure, a process sequence chain is established according to the standard operation process sequence of three stages: template unlocking, wet curing protection and concrete pouring. Each node in the operation process template table is configured with the required operation type, expected duration and action identifier. For example, the expected time for template unlocking is 5 minutes, wet curing protection is 10 minutes, and pouring is 15 minutes.

[0139] Taking structure number A2 as an example, its READY status time is 20241112T103000. The system initializes its process as follows: unlock start time is 103000, end time is 103500, wet curing start time is 103500, end time is 104500, pouring start time is 104500, end time is 110000. After aggregating the three process nodes corresponding to each structure number and their start and end time fields, a mapping table between structure number and process node status is constructed, forming a three-dimensional matrix structure. The first dimension of the matrix is ​​the structure number, the second dimension is the name of the work process node, and the third dimension is the start and end timestamp of the node.

[0140] The system uses the results of this process sequence for the execution node switching and time monitoring of the state chain controller in the synchronous job management module. Some structure numbered process data are shown in Table 9:

[0141] Table 9. Structured Workflow Sequence Matrix

[0142] Structure number Node Name Start time End time A2 Template unlock 103000 103500 A2 Wetland protection 103500 104500 A2 Pouring process 104500 110000

[0143] As shown in Table 9, the process nodes have been fully constructed and associated with status nodes according to the structure number and time sequence. The system uniformly schedules and controls the cycle time, generating a structured operation process sequence matrix.

[0144] S513: Based on the structural operation process sequence matrix, perform time closed-loop verification on the status records of the three operation nodes corresponding to each structural number to determine whether unlocking, wet curing and pouring are completed sequentially within the allowable time tolerance. If the conditions are met, mark the status chain closed loop and write it into the management log module. Aggregate and archive each structural number to establish a deep foundation pit construction settlement control operation management record.

[0145] According to the structural operation sequence matrix, the system enters the closed-loop inspection process. First, it reads the operation chain record numbered A2, which has three nodes: template unlocking (103000–103500), wet curing guarantee (103500–104500), and concrete pouring (104500–110000). The system performs time continuity judgment operation node by node. The start time of the current node must be equal to the end time of the previous node. If the time of any node is broken, the operation chain is marked as an abnormal chain and the closed-loop mark is skipped.

[0146] The system sets a maximum tolerance time of ±1 minute, meaning that if the time difference between consecutive nodes is no greater than 60 seconds, it is considered a valid continuous flow. Taking A2 as an example, its wet curing start time is the same as its unlocking end time, and its pouring start time is the same as its wet curing end time, satisfying the continuity condition. The system marks its closed-loop status field as CLOSED and records it in the management log. If the wet curing end time of number B1 is 104400, but the pouring start time is 104800, with an interval exceeding the 1-minute tolerance, it is marked as OPEN and a description is written to the description field.

[0147] After performing this process on all structure numbers, the system uniformly organizes the status results and summarizes them in the log module. Some results are shown in Table 10:

[0148] Table 10 Work Chain Closed-Loop Status Record Table

[0149] Structure number State chain Closed loop state Interval Explanation A2 Unlock - Wet Curing - Pouring CLOSED Uninterrupted B1 Unlock - Wet Curing - Pouring OPEN Wet curing and pouring interrupted for 4 minutes C4 Unlock - Wet Curing - Pouring CLOSED Uninterrupted

[0150] As shown in Table 10, the closed-loop status of the state chain has been identified one by one. The system archives and aggregates all closed-loop information to establish a management record for settlement control during deep foundation pit construction.

[0151] Please see Figure 7 A settlement control device for deep foundation pit construction, comprising:

[0152] The stress acquisition module is used to perform S1: acquire the output voltage signal of the stress sensor at the top of the interlocking pile, convert it into a standard lateral reaction force value, calculate the stress difference change rate, compare the stress difference change rate with the stress balance threshold, mark the stable section, and obtain the lateral stress stable section of the interlocking pile segment.

[0153] The displacement monitoring module is used to execute S2: acquire the vertical displacement readings of the displacement sensors on both sides of the closure section of the crown beam, perform differential processing on the vertical settlement change values ​​at both ends within the sampling period, calculate the displacement change rate per unit time, identify areas with consistent settlement rates, and obtain the vertically coordinated section of the closure section surface.

[0154] The synchronous identification module is used to perform S3: based on the transverse stress-stable section of the interlocking pile segment and the vertical coordination section of the closure segment, it determines whether the corresponding closure segment simultaneously meets the two conditions of stress difference change rate and displacement rate difference, performs intersection identification, filters out areas with synchronous structural stability under the same construction section, determines the corresponding pouring execution range, and obtains the permitted section for synchronous construction of the cap beam.

[0155] The control instruction module is used to execute S4: based on the pouring execution range in the permitted section of the cap beam synchronous construction, the control signal is output to the control terminal of the concrete conveying device in instruction format. After receiving the instruction, the control device enters the work preparation state and obtains the template execution preparation result.

[0156] The settlement control module is used to execute S5: based on the template execution preparation results, record the synchronous pouring status identifier, establish the synchronous operation status of the current construction section, complete the closed-loop labeling of the operation chain, and obtain the deep foundation pit construction settlement control operation management record.

[0157] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A method for controlling settlement during deep foundation pit construction, characterized in that, Includes the following steps: S1: Obtain the output voltage signal of the stress sensor at the top of the interlocking pile, convert it into a standard lateral reaction force value, calculate the stress difference change rate, compare the stress difference change rate with the stress balance threshold, mark the stable section, and obtain the lateral force stable section of the interlocking pile segment. S2: Obtain the vertical displacement readings of the displacement sensors on both sides of the closure section of the crown beam, perform differential processing on the vertical settlement change values ​​at both ends within the sampling period, calculate the displacement change rate per unit time, identify the area with consistent settlement rate, and obtain the vertically coordinated section of the closure section surface. S3: Based on the transverse stress-stable section of the interlocking pile segment and the vertical coordination section of the closure segment, a bidirectional index table is established with the structure number as the primary key. The intersection of the two sequences with the same structure number is extracted as the matching basis. It is determined whether the corresponding closure segment simultaneously meets the two conditions of stress difference change rate and displacement rate difference. The intersection is identified, and the area with synchronous structural stability under the same construction section is screened. The corresponding pouring execution range is determined, and the permitted section for synchronous construction of the cap beam is obtained. S4: Based on the pouring execution range in the permitted section for synchronous construction of the cap beam, the control signal is output to the control terminal of the concrete conveying device in the form of an instruction. After receiving the instruction, the control device enters the work preparation state and obtains the formwork execution preparation result. S5: Based on the template execution preparation results, record the synchronous pouring status identifier, establish the synchronous operation status of the current construction section, complete the closed-loop labeling of the operation chain, and obtain the deep foundation pit construction settlement control operation management record; The stable section specifically refers to the section where the rate of change of stress difference is less than the stress balance threshold; the consistent settlement velocity region specifically refers to the section where the rate of change of displacement per unit time is less than the displacement rate deviation threshold. The instructions include a template unlock signal and a pouring start signal; The transverse stress stability section of the interlocking pile segment includes stress transfer equilibrium state, structural lateral deformation stability, and transverse stiffness consistency. The vertical coordination section of the closure segment includes vertical settlement rate consistency, time-series displacement matching, and deformation coordination characteristics. The permitted section for synchronous construction of the cap beam includes transverse stress equilibrium area, vertical displacement coordination area, and synchronous construction structural interval. The formwork execution preparation results include formwork release status, concrete conveying channel connectivity, and execution command response status. The deep foundation pit construction settlement control operation management record includes synchronous pouring status information, operation process coordination identification, and construction chain closed-loop status.

2. The method for controlling settlement during deep foundation pit construction according to claim 1, characterized in that, The steps for obtaining the transversely stable segment of the interlocking pile section are as follows: S111: Obtain the output voltage signal of the stress sensor installed on the top of the interlocking pile at the crown beam-interlocking pile connection, extract the collected analog voltage signal and multiply it with the preset conversion factor in the analog-to-digital converter, convert the obtained analog voltage conversion value with the standard conversion coefficient, and generate a transverse reaction force numerical sequence. S112: Based on the lateral reaction force numerical sequence, select the lateral reaction force values ​​of adjacent interlocking piles in a continuous period, calculate the difference between the lateral reaction forces of adjacent interlocking piles, divide the difference by the reaction force value of the previous interlocking pile, obtain the reaction force change rate sequence of any pair of adjacent interlocking piles in a continuous period, and generate the reaction force change rate matrix of adjacent interlocking piles. S113: Based on the reaction force change rate matrix of adjacent interlocking piles, each change rate data is compared with the stress balance threshold item by item, and adjacent interlocking pile segments with change rates less than the stress balance threshold are selected. The segments are numbered and the data is aggregated to obtain the transverse stress stability segments of the interlocking pile segments.

3. The method for controlling settlement during deep foundation pit construction according to claim 1, characterized in that, The steps for obtaining the vertical coordination section of the merging segment are as follows: S211: Obtain the vertical displacement readings of the displacement sensors installed at the monitoring points on both sides of the closure section of the crown beam, extract the displacement values ​​of the left and right monitoring points in the current sampling period, classify and record the displacement readings according to the monitoring point number and time index, establish the vertical displacement data sequences corresponding to the left and right monitoring points respectively, and generate the vertical displacement sequences at both ends of the closure section. S212: Based on the vertical displacement sequence at both ends of the closure segment, select the left displacement value and the right displacement value under the corresponding time index, perform point-by-point difference calculation to obtain the settlement difference value in each sampling period, combine the time interval parameter set in each period, divide the difference value by the time interval to obtain the displacement rate change value per unit time, and generate the vertical settlement rate sequence of the closure segment. S213: Based on the vertical settlement rate sequence of the closure segment, each rate value in the sequence is compared with the displacement rate offset threshold item by item, the sampling time period that meets the condition of being less than the displacement rate offset threshold is extracted, and the corresponding sequence interval is marked. A mapping relationship is established between the marking information and the original displacement data sequence, the position number of the corresponding segment on the structural surface is obtained, and the vertical coordination section of the closure segment is generated.

4. The method for controlling settlement during deep foundation pit construction according to claim 1, characterized in that, The steps for obtaining the permit for the simultaneous construction of the cap beam are as follows: S311: Based on the transverse stress-stable section of the interlocking pile segment and the vertical coordination section of the closing segment, extract all segment numbers, structural surface start and end coordinates and corresponding time index information from the two segment sequences. Use the structural number as the primary key to establish a bidirectional index table, perform a segment number comparison operation, extract the intersection content with the same structural number in the two sequences, and generate an index table of cross-structure stable sections. S312: Based on the index table of stable sections of the cross structure, and based on the index value of the structural surface coordinates, the start and end time difference of each cross section in the time series is filtered, the minimum synchronous construction reference duration of the section is set, the intersection items with insufficient duration are eliminated, and only the structural number information of the complete overlapping section is retained to generate a set of synchronous structural stable section numbers. S313: Based on the set of synchronous structural stability section numbers and the original structural surface configuration parameter set, perform matching calculations on the horizontal and vertical structural coordinate ranges corresponding to each structural number, extract the structural coordinate combinations that meet the synchronous stability conditions and mark them as constructible sections, establish a mapping between structural numbers and coordinate ranges, and generate the permitted sections for synchronous construction of the cap beam.

5. The method for controlling settlement during deep foundation pit construction according to claim 1, characterized in that, The steps for obtaining the template execution preparation result are as follows: S411: Based on the locked structure number and coordinate range information in the permitted section of the synchronous construction of the crown beam, construct the corresponding pouring operation area parameter set, generate three-dimensional control parameters including structure number, horizontal coordinate and vertical coordinate for each permitted section, and input the control parameter set into the operation instruction generation module for formatting processing to generate a structure operation instruction data frame; S412: Based on the structural operation instruction data frame, according to the coordinate and number information in the field, the template unlocking signal and pouring start signal fields are arranged according to the specified control byte format. The instruction content is marked with the start identifier, signal channel number, control action type and execution timestamp respectively, and sent to the interface of the on-site template control device and concrete conveying control device to generate a control signal transmission frame sequence. S413: Based on the control signal transmission frame sequence, perform status identification processing on the feedback response content of the on-site formwork control system and concrete conveying system, parse the unlock feedback signal and preparation status code, extract the status identifier field and response time field, aggregate all equipment return statuses and sort them by structure number, and generate the formwork execution preparation result.

6. The method for controlling settlement during deep foundation pit construction according to claim 1, characterized in that, The steps for obtaining the deep foundation pit construction settlement control operation management record are as follows: S511: Based on the template execution preparation results, select all structure numbers with a return status code of 00 as the current work units that can enter the synchronous operation process, record the work preparation completion timestamp of each structure number, and bind synchronous pouring status identifier parameters to it to generate a synchronous pouring status identifier set. S512: Based on the synchronous pouring status identifier set, combined with the preset process configuration parameter table of the operation process management, establish an operation process sequence for each identifier structure number according to the three process nodes of template unlocking, wet curing guarantee, and concrete pouring, and set the process start time index in sequence according to the status time field to form a status mapping between the structure number and the process node, and generate a structure operation process sequence matrix. S513: Based on the structure operation process sequence matrix, perform time closed-loop verification on the status records of the three operation nodes corresponding to each structure number to determine whether unlocking, wet curing, and pouring are completed sequentially within the allowable time tolerance. If the conditions are met, mark the status chain closed loop and write it into the management log module. Aggregate and archive each structure number to establish a deep foundation pit construction settlement control operation management record.

7. A settlement control device for deep foundation pit construction, characterized in that, The device is used to implement the deep foundation pit construction settlement control method according to any one of claims 1-6, and the device comprises: The stress acquisition module is used to perform S1: acquire the output voltage signal of the stress sensor at the top of the interlocking pile, convert it into a standard lateral reaction force value, calculate the stress difference change rate, compare the stress difference change rate with the stress balance threshold, mark the stable section, and obtain the lateral stress stable section of the interlocking pile segment. The displacement monitoring module is used to execute S2: acquire the vertical displacement readings of the displacement sensors on both sides of the closure section of the crown beam, perform differential processing on the vertical settlement change values ​​at both ends within the sampling period, calculate the displacement change rate per unit time, identify areas with consistent settlement rates, and obtain the vertically coordinated section of the closure section surface. The synchronous identification module is used to perform S3: based on the transverse stress-stable section of the interlocking pile segment and the vertical coordination section of the closure segment, it determines whether the corresponding closure segment simultaneously meets the two conditions of stress difference change rate and displacement rate difference, performs intersection identification, filters out areas with synchronous structural stability under the same construction section, determines the corresponding pouring execution range, and obtains the permitted section for synchronous construction of the cap beam. The control instruction module is used to execute S4: according to the pouring execution range in the permitted section of the synchronous construction of the cap beam, the control signal is output to the control terminal of the concrete conveying device in the instruction format. After receiving the instruction, the control device enters the work preparation state and obtains the template execution preparation result. The settlement control module is used to execute S5: based on the template execution preparation results, record the synchronous pouring status identifier, establish the synchronous operation status of the current construction section, complete the closed-loop labeling of the operation chain, and obtain the deep foundation pit construction settlement control operation management record.

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