Construction control method and system for underground super-long thick and large concrete structure

Abstract

The invention relates to the technical field of construction control, in particular to an underground super-long thick and large concrete structure construction control method and system.The method comprises the following steps that through vertical displacement and strain data, trend extraction nodes are analyzed, difference sections are divided, load recognition influence areas are positioned, and structural sections are sequenced according to fluctuation increments; and adjusting cooling, supporting and loading parameters to form an intervention arrangement, and performing year-on-year adjustment based on construction data to generate feedback to complete regulation and control. According to the method, load-deformation dynamic mapping is established through time sequence association of displacement and strain data, a difference section identification mechanism is constructed based on time difference comparison, natural deformation and load surge response are distinguished, fluctuation characteristics of a load surge section are extracted to form response sensitivity ranking, and cooling parameters and a loading sequence are dynamically adjusted in combination with increment comparison. Graded regulation and control are realized, space-time dimensions of construction records and monitoring data are coupled, the crack positioning precision is improved, the predictability of deformation control is enhanced, and the regulation and control redundancy cost is reduced.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of construction control, in particular to a construction control method and system for underground super-long thick concrete structures. BACKGROUND

[0002] The technical field of construction control includes the whole process management and regulation of various types of building structure construction process, including the planning and adjustment of construction progress, the real-time monitoring of construction quality, the adaptation and coordination of construction environment, the optimal allocation of construction resources and the guarantee of construction safety, etc. Through the scientific formulation of construction scheme, the reasonable selection of construction technology, the dynamic adjustment of construction process and the comprehensive analysis of construction information, the orderly control of complex engineering construction process is realized. Especially in high-risk, long-cycle and large-scale engineering construction, the systematization and precision of construction control technology are of key significance to ensure the engineering quality and construction safety.

[0003] Among them, a construction control method for underground super-long thick concrete structures refers to a method for developing and implementing whole-process construction control means during the construction process of reinforced concrete structures buried underground, with super-long linear dimensions, large cross-sectional dimensions and thick structure volume characteristics. By comprehensively considering factors such as structure volume, thermal characteristics, construction environment and stress distribution, the method includes technical matters such as concrete hydration heat concentration, large internal temperature gradient, strong shrinkage constraint, high crack risk, etc. Traditional construction control of underground super-long thick concrete structures uses segmented and zoned sequential pouring to reduce the concentration of restraint force, sets up cooling water pipes to take away hydration heat through circulating cold water, embeds temperature measuring elements to obtain internal temperature change data for subsequent construction adjustment, reserves post-pouring belts to release early shrinkage stress, configures low-hydration-heat cement to control temperature rise rate, and slows down the crack development trend by calculating the reinforcement ratio and limiting the maximum reinforcement spacing.

[0004] The existing technology relies on passive control means such as segmented pouring and post-pouring belt setting, which is difficult to dynamically capture local stress redistribution caused by load mutation. Traditional temperature measuring elements only monitor temperature field changes, lack of displacement and strain analysis mechanism, leading to delayed crack risk warning. Cooling water pipe arrangement relies on empirical parameters and cannot adjust the cooling rate in real time according to the structure response, which may cause the temperature gradient to exceed the standard again. Reinforcement design is based on static mechanics model and does not consider the influence of construction load time sequence change on crack propagation path. The existing method uses fixed support period, which is difficult to adapt to the differences in material performance of different sections and may cause uneven settlement. Construction records and monitoring data lack effective correlation, restricting the rapid tracing ability of abnormal working conditions and affecting the timeliness and pertinence of control measures. SUMMARY

[0005] In order to solve the technical problems existing in the prior art, the embodiment of the present application provides a construction control method and system for an underground super-long thick and large concrete structure.

[0006] In order to achieve the above-mentioned purpose, the present application adopts the following technical scheme, a construction control method for an underground super-long thick and large concrete structure, comprising the following steps:

[0007] S1: acquiring vertical displacement sequence data of a monitoring point through a vertical displacement monitoring device, combining strain sequence data collected by a strain monitoring device, analyzing displacement change trend, extracting displacement growth starting node, extracting starting time through displacement curve amplitude, comparing with strain data growth starting time, and forming vertical response difference section;

[0008] S2: using the vertical response difference section to locate construction load operation record of the corresponding section, analyzing strain data growth stage and load change time interval, extracting co-occurrence time period, identifying load influence crack evolution area, and generating load excitation response section;

[0009] S3: extracting fluctuation amplitude and growth speed according to the settlement and strain data in the load excitation response section, incrementally comparing the response amplitudes of the structure section before and after the load change, sorting the structure section according to the consistency of displacement and strain growth, and outputting a priority control task list;

[0010] S4: combining the ranking position of each structure section in the priority control task list, adjusting cooling time, support period and loading sequence, matching structure section number to generate intervention execution arrangement list, forming structure section and task corresponding relationship table, and outputting construction control execution record.

[0011] As a further scheme of the present application, the vertical response difference section includes response starting offset, vertical response lag interval, displacement and strain difference amplitude, the load excitation response section includes crack development area, strain sensitive area, load action time window, the priority control task list includes structure section response sorting, synchronous growth level, control priority label, and the construction control execution record includes intervention task number, structure section operation plan, and control parameter set.

[0012] As a further scheme of the present application, the step of S1 is specifically:

[0013] S101: acquiring vertical displacement sequence data of a monitoring point through a vertical displacement monitoring device, extracting displacement fluctuation amplitude, change direction and duration in a continuous time period of each group of data, identifying displacement growth starting node, and generating displacement growth starting time data group;

[0014] S102: Call the displacement growth start time data set, combine the strain sequence data collected by the strain monitoring device, extract the corresponding strain data growth start time of the monitoring point, calculate the time offset between displacement and strain response through time node comparison, and generate a response start time difference value set;

[0015] S103: Based on the response start time difference value set, identify the time offset of multiple adjacent monitoring points, filter the structural area higher than the time offset threshold, divide the spatial partition according to the structural position of the monitoring point, classify and arrange the interval, filter the vertical response difference section by analyzing the significance of the difference change.

[0016] The specific formula for dividing the spatial partition according to the structural position of the monitoring point is:

[0017]

[0018] Calculate the spatial offset response deviation value;

[0019] Wherein, θ q represents the spatial offset response deviation value in the qth spatial partition, represents the response start time difference value of the rth monitoring point in the qth spatial partition, represents the average value of the response start time difference value of all monitoring points in the qth spatial partition, ω r,q represents the structural importance weighting coefficient of the rth monitoring point in the qth spatial partition, M q represents the number of monitoring points in the qth spatial partition, ζ q represents the standard deviation of the response start time difference value in the qth spatial partition, r represents the rth monitoring point, and q represents the qth spatial partition number;

[0020] The offset threshold is set by the median of the time offset of the monitoring point, combined with the distribution upper limit coefficient corrected by the structure buried depth, volume and support parameters;

[0021] The vertical response difference section refers to the continuous section of not less than 3 monitoring points, the time offset of which is greater than 1.5 seconds, which is identified by using quantitative threshold screening method in the response start time difference value set. The difference between the maximum and minimum values of the time offset in the section is calculated. The difference value is greater than or equal to 0.8 seconds, it is determined that there is significant difference change in the section. For the situation with trend analysis requirement, the linear slope of the time offset changing with the monitoring point number is calculated. The slope is greater than or equal to 0.3 seconds / monitoring point, it is determined that the section has trend change characteristics, which meets the above conditions. The section is filtered and defined as the vertical response difference section.

[0022] As a further scheme of the present application, the steps of S2 are specifically:

[0023] S201: calling construction log data and construction load monitoring record data by using the vertical response difference section, screening load operation data that coincides with the time interval of the vertical response difference section, extracting operation section information of construction load application according to the time stamp correspondence relationship, and generating load operation section data;

[0024] S202: calling the load operation section data and strain sequence data collected by the strain monitoring device, extracting co-occurrence time periods according to the coincidence of load application start and end time and strain growth period, screening strain continuous growth sections during load application, and obtaining strain co-occurrence interval values;

[0025] S203: based on the strain co-occurrence interval values, calling strain growth rate data, calculating the change amplitude value of the strain growth rate during load application, screening sections whose strain growth amplitude exceeds the determination threshold according to the crack evolution determination threshold, and generating load aggravation response sections;

[0026] The crack evolution determination threshold is set by obtaining the average value and standard deviation value of the strain sequence growth rate value before load application, and using the sum of the average growth rate value and the standard deviation value before load application.

[0027] As a further scheme of the present application, the step S3 is specifically:

[0028] S301: detecting fluctuation intervals in settlement data and change intervals in strain data according to settlement and strain data in the load aggravation response section, calculating fluctuation amplitude of the settlement data based on the fluctuation interval, calculating change amplitude of the strain data based on the change interval, and generating fluctuation and change amplitude data set;

[0029] S302: calling the fluctuation and change amplitude data set, extracting settlement fluctuation amplitude and strain change amplitude data of each section according to time periods before and after load change, calculating response amplitude increment value of each section before and after load change according to the corresponding amplitude difference value before and after load, and generating response amplitude increment value sequence;

[0030] S303: calculating growth consistency coefficient of settlement increment and strain increment according to the response amplitude increment value sequence, sorting the structure sections according to the consistency coefficient, extracting the structure section number to be preferentially controlled according to the sorting result, and generating a priority control task list.

[0031] As a further scheme of the present application, the specific formula for calculating the growth consistency coefficient of the settlement increment and the strain increment is:

[0032]

[0033] calculate the dynamic growth consistency coefficient;

[0034] wherein, ρ i represents the dynamic growth consistency coefficient of the i th structural segment, represents the settlement increment value of the i th structural segment at the t th time node, represents the average value of the settlement increment values of the i th structural segment at all time nodes, represents the strain increment value of the i th structural segment at the t th time node, represents the average value of the strain increment values of the i th structural segment at all time nodes, represents the standard deviation of the settlement increment values of the i th structural segment at all time nodes, k i is the adjustment coefficient selected for the i th structural segment, α i is the absolute value of the maximum strain difference value of the i th structural segment in the previous stage structural response change sequence, λ i is the dynamic weight factor of the i th structural segment based on historical data fitting, is the strain error cumulative value of the i th structural segment predicted by the model output in the previous construction stage, T represents the total number of time nodes of the structure segment, i represents the structural segment number index, and t represents the time node index.

[0035] As a further scheme of the present application, the step of S4 is specifically:

[0036] S401: According to the ranking position of each structural segment in the priority control task list, the original set cooling time, support period and loading sequence of each structural segment are called, the cooling time adjustment value and the support period adjustment value are calculated according to the ranking position, and the original set parameters of each structural segment are corrected according to the adjustment value to generate a parameter adjustment data table;

[0037] S402: According to the parameter adjustment data table, combined with the structural segment number information, the corrected cooling time, support period and loading sequence are matched to integrate the intervention execution arrangement content of each structural segment to obtain an intervention execution arrangement list;

[0038] S403: The intervention execution arrangement list is called to extract the structural segment number and the corresponding task arrangement to form a matching relationship record of the structural segment and the task, and a construction control execution record is generated.

[0039] As a further scheme of the present application, the method further comprises:

[0040] S5: based on the construction control execution record, collecting displacement sequence and strain sequence data of the structure section after construction, performing same-period difference processing on the numerical curves of the two periods, forming structure behavior change result data through the trend direction of the incremental data, adjusting the construction control parameters according to the change result data, including cooling time, support period and loading sequence, and generating construction control feedback result data set;

[0041] The construction control feedback result data set includes a response change trend chart, a parameter correction index and a construction control optimization record.

[0042] As a further scheme of the present application, the steps of S5 are specifically:

[0043] S501: based on the construction control execution record, collecting displacement sequence data and strain sequence data of the structure section after construction, calling the displacement sequence data and strain sequence data of the corresponding structure section in the previous construction stage, synchronously aligning the data of the corresponding time nodes of the two stages, calculating the displacement difference value sequence and strain difference value sequence of the time nodes, and generating a structure response change sequence;

[0044] S502: according to the structure response change sequence, calculating the difference value between adjacent time nodes to form an incremental trend sequence, analyzing the trend direction change, screening the continuous section with consistent trend direction, and establishing structure behavior trend direction data;

[0045] S503: calling the structure behavior trend direction data, adjusting the construction control parameters according to the trend direction change, including adjusting the cooling time, support period and loading sequence, archiving the adjusted parameters, and generating a construction control feedback result data set.

[0046] On the other hand, a construction control system for underground super-long thick concrete structure is provided, which is applied to the construction control method for underground super-long thick concrete structure, and the system comprises:

[0047] The vertical response identification module obtains displacement sequence data of monitoring points through a vertical displacement monitoring device, combines strain sequence data collected by a strain monitoring device, analyzes displacement change amplitude to screen displacement growth starting nodes, analyzes continuous change amplitude of displacement curve, identifies displacement growth starting time, extracts strain sequence growth interval starting time, compares time node differences, and outputs vertical response difference section to the load linkage positioning module;

[0048] The load linkage positioning module identifies the construction load operation records based on the vertical response difference section, analyzes the load operation time period in the construction log, selects the operation time covering the response section, compares the overlap between the strain growth interval and the load operation time, extracts the synchronous change time section, analyzes the response area corresponding to the load change, and outputs the load intensification response section data to the response amplitude comparison module;

[0049] The response amplitude comparison module analyzes the response characteristics of the structural segment based on the load-induced response section, extracts the displacement and strain sequence data of the corresponding structural segment, groups the data of the two stages before and after the load change in chronological order, compares the growth rate and fluctuation range, extracts the response change amplitude of the structural segment, compares the consistency of the displacement and strain growth direction, ranks the response performance of the structural segment, and generates a priority control task list to pass to the structural ranking module;

[0050] The structural sorting and grading module, based on the priority control task list, calls the structural segment number to match its cooling time, maintenance period and loading sequence parameters, analyzes the relationship between the sorting position and the parameter combination, matches the structural segment number to generate an intervention execution arrangement list, forms a structural segment and task correspondence table, and outputs the construction control execution record to pass to the parameter feedback adjustment module;

[0051] The parameter feedback adjustment module uses the construction control execution record to analyze the response changes of the structural segment before and after construction, calls the structural segment number to obtain the displacement and strain series before and after execution, aligns them according to the time axis and performs differential analysis, extracts the change direction to form a structural behavior curve, identifies the response trends of cooling time, support cycle and loading sequence, adjusts parameters, and generates a construction control feedback result data set.

[0052] The beneficial effects brought about by the technical solution provided by the embodiment of the present invention include at least:

[0053] By analyzing the temporal characteristics of displacement and strain data, a dynamic mapping relationship between load operation and structural response is established, realizing the precise traceability of construction load to structural deformation. Based on the time difference comparison between the displacement curve increase and the strain growth starting point, a differential segment identification model is constructed to effectively distinguish between the natural deformation of the structure and the load-induced response. By extracting the fluctuation amplitude and growth rate characteristics of the load-induced segment, a structural segment response sensitivity ranking mechanism is established to form a hierarchical control strategy. Combining incremental comparison with consistency indicators, the cooling parameters and loading sequence are dynamically adjusted to generate a control scheme with spatiotemporal adaptability. This technology breaks through the traditional static control mode and couples the structural response data with the construction operation records in multi-dimensional spatiotemporal coupling, thereby improving the positioning accuracy of the crack evolution area, optimizing resource allocation efficiency, reducing the construction cost caused by excessive control, and enhancing the predictability and initiative of structural deformation control under complex load conditions. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the embodiments will be briefly introduced. Obviously, the drawings in the following description only constitute some embodiments of the present application, and for those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0055] Figure 1 The figure is a schematic diagram of the workflow of the present application.

[0056] Figure 2 The figure is a schematic diagram of the system of the present application. DETAILED DESCRIPTION

[0057] The technical solutions in the present application will be described below with reference to the drawings.

[0058] In the embodiments of the present application, the words such as "example", "for example" are used to represent an example, illustration or description. Any embodiment or design scheme described as "example" in the present application should not be interpreted as more preferred or more advantageous than other embodiments or design schemes. In fact, the word "example" is intended to present the concept in a specific way. In addition, in the embodiments of the present application, the meaning expressed by "and / or" can be both, or can be one of the two.

[0059] In the embodiments of the present application, "image" and "picture" can be used interchangeably at times. It should be pointed out that when the distinction is not emphasized, the meanings expressed are consistent. "Of", "corresponding" and "corresponding" can be used interchangeably at times. It should be pointed out that when the distinction is not emphasized, the meanings expressed are consistent.

[0060] In the embodiments of the present application, sometimes the subscript such as W1 can be written in the form of non-subscript such as W1. When the distinction is not emphasized, the meanings expressed are consistent.

[0061] In order to make the technical problems, technical solutions and advantages of the present application clearer, the following will be described in detail with reference to the drawings and specific embodiments.

[0062] Please refer to Figure 1 The present application provides a technical solution, a construction control method for an underground super-long thick concrete structure, comprising the following steps:

[0063] S1: Obtain vertical displacement sequence data of the monitoring point through the vertical displacement monitoring device. Combined with the strain sequence data collected by the strain monitoring device, analyze the displacement change trend, extract the displacement growth starting node, extract the start time through the displacement curve increase, and compare it with the strain data growth starting time to form the vertical response difference segment;

[0064] S2: Using the vertical response difference segments, locate the construction load operation records of the corresponding segments, analyze the strain data growth phase and load change time interval, extract the co-occurrence time period, identify the load-affected crack evolution area, and generate the load-induced response segment;

[0065] S3: Extract the fluctuation amplitude and growth rate based on the settlement and strain data in the load-induced response section, perform incremental comparison of the response amplitude of the structural segment before and after the load change, sort the structural segments according to the consistency of displacement and strain growth, and output a priority control task list;

[0066] S4: Based on the ranking of each structural segment in the priority control task list, adjust the cooling time, support cycle and loading sequence, match the structural segment numbers to generate an intervention execution schedule, form a structural segment and task correspondence table, and output the construction control execution record;

[0067] S5: Based on the construction control execution records, the displacement and strain sequence data of the structural segment after construction are collected. The numerical curves of the two time periods are subjected to year-on-year difference processing. The structural behavior change result data is formed through the trend direction of the incremental data. According to the change result data, the construction control parameters are adjusted, including cooling time, support cycle and loading sequence, to generate a construction control feedback result data set.

[0068] The vertical response difference section includes the response starting offset, vertical response hysteresis interval, and displacement and strain difference amplitude. The load intensification response section includes the crack development zone, strain sensitive zone, and load action time window. The priority control task list includes the structural segment response ranking, synchronous growth level, and control priority label. The construction control execution record includes the intervention task number, structural segment operation plan, and control parameter set. The construction control feedback result data set includes the response change trend diagram, parameter correction index, and construction control optimization record.

[0069] See also Figure 1 , the steps of S1 are as follows:

[0070] S101: Obtaining vertical displacement sequence data of monitoring points through a vertical displacement monitoring device, extracting the displacement fluctuation amplitude, change direction, and duration within a continuous time period of each set of data, identifying the displacement growth starting node, and generating a displacement growth start time data set;

[0071] Through the vertical displacement monitoring device, first, monitoring points are laid in the monitoring site, and when laying the positions, the monitoring device is fixed on the pile top, the supporting wall top and the structure slope middle part according to the stress key parts and deformation characteristic sections of the target structure, so as to ensure that the initial displacement of each monitoring point is zero, and the initial reading value measured by the electronic level instrument is set as the reference reading, for example, the initial reading of the pile top monitoring point is 0.000 mm, the initial reading of the supporting wall top is 0.000 mm, and the initial reading of the structure slope middle part is 0.000 mm, then the data acquisition module is started, the sampling interval is set as 10 minutes, the displacement data sequence is collected for 72 hours, each group of data has 432 data points, the complete vertical displacement sequence is obtained, and after the collection is completed, the data processing module is imported. In the data processing, first, the displacement sequence data is called, the amplitude of the data is calculated, the displacement change amount of any two adjacent times is calculated, and the formula is adopted: ΔV i =V i -V i-1 , wherein, V i is the displacement value at the i time, and the unit is mm, after all ΔV i are calculated, the absolute value thereof is obtained to form the amplitude sequence |ΔV i |, for example, the collected displacement value at the 10th time is 0.350 mm, and the collected value at the 9th time is 0.346 mm, then ΔV 10 =0.350-0.346=0.004 mm, |ΔV 10 |=0.004 mm, and the amplitude sequence calculation of all 432 data is completed in turn; then the change direction identification is performed, for each ΔV i , when ΔV i >0, it is defined as an upward trend and is assigned a value of “+1”, when ΔV i <0, it is defined as a downward trend and is assigned a value of “-1”, and when ΔV i =0, it is assigned a value of “0”, for example: when ΔV 15 =-0.005 mm, the direction is “-1”; when ΔV 20 =+0.006 mm, the direction is “+1”; the change direction sequence is formed in the above manner; on this basis, the continuous change paragraphs are identified, and the continuous same-direction change duration threshold is set as 60 minutes, that is, when the change directions of 6 data points are consistent, the paragraph is determined to be continuous, and if there is a short-time reverse fluctuation, 2 data points are allowed to be compensated; for example, the change direction sequence from the 21st to the 26th time is “+1,+1,+1,+1,+1,+1”, and then an effective continuous upward paragraph is formed; in the identified continuous paragraph, the displacement fluctuation amplitude is further extracted, and the formula is as follows: A=max(V i )-min(V i), for example, from the 21st to the 26th moment, if the maximum value is 0.380mm and the minimum value is 0.352mm, then: A = 0.380-0.352 = 0.028mm, and the amplitude and duration are associated to form a preliminary feature set; then the displacement growth starting node is identified, and the amplitude threshold is set to 0.025mm, and the duration threshold is set to 60 minutes. If the amplitude of the continuous paragraph is greater than the amplitude threshold and the duration meets the threshold requirement, the starting moment of the paragraph is used as the displacement growth starting time node. For example, if the above paragraph meets the conditions, the time corresponding to the 21st moment "2024-05-10 10:10" is recorded as the starting time, and finally a displacement growth starting time data group is formed.

[0072] S102: Retrieving the displacement growth start time data set, combining it with the strain sequence data collected by the strain monitoring device, extracting the strain data growth start time corresponding to the monitoring point, calculating the time offset between the displacement and strain response by comparing the time nodes, and generating a response start time difference value set;

[0073] Call the displacement growth start time data group. For each monitoring point, collect strain monitoring data for the corresponding period of 2 hours before and after the displacement growth start time. The strain monitoring device is set to collect data every 5 minutes, and the single sampling strain unit is με (microstrain). For example, a total of 49 groups of data are collected in the period corresponding to "2024-05-10 10:10" at the pile top monitoring point. First, calculate the change rate of the strain sequence data, and calculate the strain change through adjacent sampling moments. The formula is as follows: For example, if the collected value at the 10th moment is 120με and at the 9th moment is 118με, then: Δε 10 =120-118=2με, forming a sequence of variation in turn; then analyzing the starting point of strain growth, by traversing Δε i Sequence, set the growth threshold to 2με, if Δε is satisfied for three consecutive samples i ≥2με, the growth is determined to have started. For example, the strain changes from the 15th to the 17th moment are 2.1, 2.3, and 2.2με, respectively. If the conditions are met, the sampling time corresponding to the 15th moment, "2024-05-10 10:25", is used as the starting time of strain growth. Finally, the time offset between displacement and strain response is calculated using the formula: ΔT = T ε -T V , where T ε is the starting time of strain growth, T V is the displacement growth start time. In this example, ΔT = "2024-05-10 10:25" - "2024-05-10 10:10" = 15 minutes, which ultimately forms the response start time difference value set.

[0074] Table 1 Monitoring point sampling data table

[0075]

[0076] As shown in Table 1, the initial value and sampling frequency data corresponding to each monitoring point in the monitoring process are recorded.

[0077] S103: Based on the set of response start time difference values, identify the time offset of the plurality of adjacent monitoring points, filter the structural area higher than the time offset threshold, divide the space partition according to the structural position of the monitoring point, classify and arrange the interval, filter the vertical response difference section by analyzing the significance of the difference change;

[0078] The specific formula for dividing the space partition according to the structural position of the monitoring point is:

[0079]

[0080] Calculate the spatial offset response deviation value;

[0081] Where, θ q represents the spatial offset response deviation value in the qth space partition, represents the response start time difference value of the rth monitoring point in the qth space partition, represents the average value of the response start time difference value of all monitoring points in the qth space partition, ω r,q represents the structural importance weighting coefficient of the rth monitoring point in the qth space partition, M q represents the number of monitoring points in the qth space partition, ζ q represents the standard deviation of the response start time difference value in the qth space partition, r represents the rth monitoring point, and q represents the qth space partition number;

[0082] Formula:

[0083]

[0084] Formula details and formula calculation derivation process:

[0085] The formula is used to calculate the weighted deviation value of the response time difference value of all monitoring points in the qth space partition, and the result is used to reflect the non-uniformity degree of the structure response time sequence in the partition, which is used as a key index for screening the vertical response difference section;

[0086] Parameter meaning and setting value:

[0087] is the response start time difference value of the rth monitoring point in the qth space partition, collected from the trigger record of the multi-channel seismic wave sensing array, in seconds, and is set to

[0088] The average response starting time difference value for all monitoring points in the qth spatial partition is obtained by averaging each monitoring point

[0089] ω r,q is a structure importance weighting coefficient, which is converted from a structure risk evaluation coefficient, and is based on a structure level position, a node load-bearing coefficient, and a vibration frequency response comprehensive score, and is set as ω 1,q = 0.95, ω 2,q = 0.80, ω 3,q = 0.88, ω 4,q = 0.65, and ω 5,q = 0.92.

[0090] M q is the number of monitoring points in the spatial partition, which is derived from partition design, and is set as 5.

[0091] The parameters are substituted into the formula for calculation:

[0092] The standard deviation ζ q is calculated.

[0093] Difference square sum = (0.81-0.802) 2 +(0.78-0.802) 2 +(0.86-0.802) 2 +

[0094] (0.72-0.802) 2 +(0.84-0.802) 2

[0095] = 0.000064+0.000484+0.003364+0.006724+0.001444=0.01208;

[0096]

[0097] The weighted deviation part is calculated as:

[0098] |0.81-0.802|·0.95+|0.78-0.802|·0.80+|0.86-0.802|·0.88+

[0099] |0.72-0.802|·0.65+|0.84-0.802|·0.92=0.1645;

[0100] ​

[0101] The results show that the response starting time of the monitoring points in the qth spatial partition has a significant deviation, θ q The deviation level of 1.495 is higher than the tolerance standard value of the uniform response section (the constant threshold interval is 0.8-1.2), indicating that the section structure state has a non-uniform response distribution, which can be used as a screening mark for the vertical response difference section;

[0102] The deviation threshold is set by the median of the time deviation of the monitoring points, combined with the structure depth, volume, and the distribution upper limit coefficient corrected by the support parameter;

[0103] The vertical response difference section refers to a continuous section with not less than 3 monitoring points, and the time deviation of each monitoring point is greater than 1.5 seconds, which is identified by the quantitative threshold screening method in the response starting time difference value set. The difference between the maximum and minimum values of the time deviation in the section is calculated. If the difference is greater than or equal to 0.8 seconds, it is determined that there is a significant difference in the section. For cases with trend analysis requirements, the linear slope of the time deviation with the monitoring point number is calculated. If the slope is greater than or equal to 0.3 seconds per monitoring point, it is determined that the section has a trend change characteristic. The section that meets the above conditions is screened and defined as the vertical response difference section.

[0104] Please refer to Figure 1 , the steps of S2 are as follows:

[0105] S201: Using the vertical response difference section, call the construction log data and construction load monitoring record data, screen the load operation data that coincides with the time interval of the vertical response difference section, extract the operation section information of the construction load according to the timestamp correspondence relationship, and generate the load operation section data;

[0106] With the vertical response difference section, first, after the vertical displacement and strain joint monitoring is completed, the vertical response difference section time interval data generated in step S102 is obtained, for example, the pile top monitoring point response difference section is "2024-05-10 10:10 to 2024-05-10 12:00", then the construction log data table and the construction load monitoring record data table are called, the construction operation start time, end time, operation process, construction machinery model and operation area number recorded in the construction log data table are extracted and arranged, for example, a construction log record: the construction start time is "2024-05-10 09:30", the construction end time is "2024-05-10 11:30", the operation process is "concrete pouring", the construction machinery model is "pump truck-A1", and the operation area number is "ZK-03", then the data extraction is performed on the construction load monitoring record data table, and the load application time, load value, load duration, load type field in the record are exported, for example, the load value is "1200kN" at "2024-05-10 10:00", the load duration is "90 minutes", and the load type is "temporary load application", for the exported construction log data and load monitoring data, first, the time interval overlapping part is screened, the construction start and end time in the construction log is calculated in time range, and the judgment rule is set: if there is any intersection between the construction operation interval and the response difference section, it is determined as overlapping, for example: the construction operation interval "2024-05-10 09:30 to 2024-05-10 11:30" intersects with the vertical response difference section "2024-05-10 10:10 to 2024-05-10 12:00", the intersection start point is "2024-05-10 10:10", and the intersection end point is "2024-05-10 11:30", the same logic is also adopted for the load monitoring record data, the load application time is "2024-05-10 10:00", and the load application lasts for 90 minutes to "2024-05-10 11:30", the load section also has an intersection time "2024-05-10 10:10 to 2024-05-10 11:30" with the response difference section, then according to the timestamp correspondence, the screened construction log record and the load monitoring record are cross matched, the load application belongs to the construction process and the load application detailed time period information are extracted, the load operation section data is formed, and the record format includes operation process, operation area, load type, load value, load operation start and end time, for example, the final generated record is: "operation process: concrete pouring, operation area: ZK-03, load type: temporary load application, load value: 1200kN, load start and end time: 2024-05-10 10:10 to 2024-05-10 11:30", and finally the load operation section data is obtained.

[0107] S202: Call the load operation section data and the strain sequence data collected by the strain monitoring device, extract the co-occurrence time period according to the coincidence of the load application start and end time and the strain growth period, filter the strain continuous growth section during the load application, and obtain the strain co-occurrence interval value;

[0108] Call the load operation section data and the strain sequence data collected by the strain monitoring device, first obtain the load application start and end time recorded in the load operation section data generated in step S201, for example, "2024-05-10 10:10 to 2024-05-10 11:30", then filter out the strain data records in the strain monitoring data set whose sampling time falls within the load application time interval, and set the strain monitoring sampling frequency to once every 5 minutes, a total of 6 strain records are collected in this load operation section: the first group "10:10, 105με", the second group "10:15, 108με", the third group "10:20, 110με" …… to "11:30, 135με", and then judge the coincidence of the load application start and end time and the strain growth period. First, find out whether there is a continuous growth section in the strain data in the load operation section, perform difference operation on each adjacent strain sampling value, and the calculation method is: For example, the change from the second group to the third group is: After calculating all the difference values, set the continuous growth judgment condition: if the continuous difference value is greater than or equal to 2με and lasts for not less than 4 sampling periods (i.e. 20 minutes), it is determined as a continuous growth section. In this implementation, the continuous growth sections in the first group to the tenth group are "10:10 to 10:50" corresponding to the strain data "105, 108, 110, 113, 115, 118, 121, 123, 126", which lasts for 40 minutes, meeting the continuous growth section determination condition, so this section is extracted as the strain co-occurrence interval value, and its value is "10:10 to 10:50, growth total amount 21με". Finally, the strain co-occurrence interval value is obtained.

[0109] S203: Based on the strain co-occurrence interval value, call the strain growth rate data, calculate the change amplitude value of the strain growth rate during the load application, filter the section whose strain growth amplitude exceeds the determination threshold according to the crack evolution determination threshold, and generate the load activation response section;

[0110] Based on the strain co-occurrence interval value, first call the strain growth rate data, calculate the strain growth amplitude during the load application, and the strain growth rate is calculated as follows: Where, ε end = 126με, ε start = 105με, t end -t start= 40 min, substitute calculation: The strain growth rate during load application is 0.525 με / min, and then the crack evolution threshold is calculated, the strain growth rate data before loading is called, and the data collected within 4 hours before loading is as follows: the first group "06:10, 85 με", the second group "06:15, 87 με", and so on to "10:10, 105 με". Similarly, the growth rate sequence is calculated: for example, from the second group to the third group: A total of 48 groups of data are collected, and the average growth rate is The standard deviation σ pre , assuming the result is: σ pre = 0.1 με / min, then the crack evolution threshold is set to the sum of the two: R thresh = 0.25 + 0.1 = 0.35 με / min, and finally compare the growth rate during loading with the threshold value: 0.525 με / min > 0.35 με / min, according to the determination rule, the strain growth amplitude during load application exceeds the determination threshold, so the co-occurrence section is determined as a load intensification response section;

[0111] Table 2 Load intensification response monitoring results

[0112]

[0113] As shown in Table 2, the load intensification response determination results are obtained through specific calculation;

[0114] The crack evolution threshold is set by calculating the average and standard deviation of the strain growth rate before loading, and the sum of the average and standard deviation before loading is used to set the threshold.

[0115] Please refer to Figure 1 , the steps of S3 are as follows:

[0116] S301: According to the settlement and strain data in the load intensification response section, detect the fluctuation interval in the settlement data and the change interval in the strain data, calculate the fluctuation amplitude of the settlement data based on the fluctuation interval, calculate the change amplitude of the strain data based on the change interval, and generate a fluctuation and change amplitude data set;

[0117] According to the settlement and strain data in the load aggravation response section, first, the load aggravation response section time interval identified in step S203 is called, for example, the load aggravation response section is selected as “2024-05-1010:10 to 2024-05-1011:30”, the settlement data recorded by the vertical settlement monitoring device and the strain data recorded by the strain monitoring device in the time interval are extracted, the settlement monitoring frequency is set to record once every 10 minutes, the strain monitoring frequency is set to record once every 5 minutes, in this embodiment, the settlement data sequence is “0.350mm, 0.355mm, 0.358mm, 0.363mm, 0.368mm, 0.372mm, 0.375mm, 0.378mm” in turn, and the strain data sequence is “105με, 108με, 110με, 113με, 115με, 118με, 121με, 123με, 126με”, in the settlement data processing, first, the fluctuation interval in the settlement data is detected, the continuous amplitude identification method is used, for each two adjacent sampling points, the settlement change value is calculated: ΔS i =S i -S i-1 , for example, the settlement change value of the third group is ΔS3=0.358-0.355=0.003mm, all settlement change values are calculated in turn, the fluctuation judgment threshold is set to 0.002mm, if the continuous three data points ΔS i are all greater than or equal to the threshold, it is judged as an effective fluctuation interval, for example, the fluctuation amplitudes of the second group to the fourth group are “0.005mm, 0.003mm, 0.005mm” respectively, which meet the condition, so “10:20 to 10:40” is judged as a settlement fluctuation interval; for each identified settlement fluctuation interval, the fluctuation amplitude is calculated, the fluctuation amplitude calculation formula is: A S =max(S i )-min(S i ), for example, the maximum value of the second group to the fourth group is 0.363mm, and the minimum value is 0.355mm, so: A S =0.363-0.355=0.008mm, the fluctuation interval amplitude calculation is completed in turn; then the change interval in the strain data is detected, the same logic as the settlement fluctuation interval is used, first, the strain data change value is calculated: , for example, the strain change value of the third group is: The change judgment threshold is set to 2με, if the continuous three strain change values are greater than or equal to the threshold, it is judged as an effective change interval, for example, the strain change values of the second group to the fourth group are “3με, 2με, 3με” respectively, which meet the condition, so “10:20 to 10:30” is judged as a strain change interval; the change amplitude in the strain change interval is calculated, the calculation formula is: A ε= max(ε i )- min(ε i ), for example, in the second to fourth groups, the maximum value is 113με, and the minimum value is 108με, then: ε = 113-108 = 5με, the final adjustment of the settlement fluctuation amplitude and the strain change amplitude generates the fluctuation and change amplitude data set.

[0118] S302: Call the fluctuation and change amplitude data set, extract the settlement fluctuation amplitude and strain change amplitude data of each section according to the time period before and after the load change, calculate the response amplitude increment value of each section before and after the load change according to the corresponding amplitude difference before and after the load, and generate the response amplitude increment value sequence;

[0119] Call the fluctuation and change amplitude data set, first extract the settlement fluctuation amplitude and strain change amplitude data before and after the load according to the time period before and after the construction load change. Assume that the time period before the load change is defined as "2024-05-10 08:00 to 10:10", and the time period after the load change is "2024-05-10 10:10 to 11:30". The settlement monitoring data sequence before the load change is "0.300mm, 0.305mm, 0.308mm, 0.312mm, 0.317mm, 0.320mm", according to the same calculation logic in S301, detect the fluctuation interval and calculate the fluctuation amplitude. For example, it is detected that the "08:50 to 09:10" section is the fluctuation interval, the maximum settlement is 0.317mm, the minimum settlement is 0.305mm, and the fluctuation amplitude is: The strain monitoring data before the load change is "90με, 92με, 94με, 96με, 99με, 101με", and the change interval calculation result is the maximum strain 99με, the minimum strain 92με, and the change amplitude: After the load change, the settlement fluctuation amplitude and the strain change amplitude Subsequently, the response amplitude increment value before and after the load change is calculated, and the increment calculation formula is as follows:

[0120]

[0121] Finally, the settlement and strain response amplitude increment values of each section are sorted to generate the response amplitude increment value sequence.

[0122] Table 3 Response Amplitude Increment Table Before and After Load

[0123]

[0124] The settlement and strain amplitude increment before and after the load change are obtained by complete calculation examples, as shown in Table 3.

[0125] S303: According to the response amplitude increment value sequence, calculate the growth consistency coefficient of the settlement increment and the strain increment, sort the structure sections according to the consistency coefficient, extract the priority control structure section number according to the sorting result, and generate a priority control task list;

[0126] The specific formula for calculating the growth consistency coefficient of the settlement increment and the strain increment is:

[0127]

[0128] Calculate the dynamic growth consistency coefficient;

[0129] Where, ρ i represents the dynamic growth consistency coefficient of the i-th structure section, represents the settlement increment value of the i-th structure section at the t-th time node, represents the average value of the settlement increment value of the i-th structure section at all time nodes, represents the strain increment value of the i-th structure section at the t-th time node, represents the average value of the strain increment value of the i-th structure section at all time nodes, represents the standard deviation of the settlement increment value of the i-th structure section at all time nodes, k i is the adjustment coefficient selected for the i-th structure section, α i is the absolute value of the maximum strain difference value of the i-th structure section in the previous stage structure response change sequence, λ i is the dynamic weight factor of the i-th structure section based on historical data fitting, is the strain error cumulative value of the i-th structure section output by the prediction model in the previous construction stage, T represents the total number of time nodes of the structure section, i represents the structure section number index, and t represents the time node index.

[0130] Formula:

[0131]

[0132] Formula details and formula calculation derivation process:

[0133] The formula is used to calculate the dynamic growth consistency coefficient of the structure section, to evaluate the safety risk of the structure section through multi-dimensional data fusion, and to output the result for generating a priority control task list.

[0134] Parameter meaning and setting value:

[0135] Structure section number index i: The number is determined according to the segmentation rules of the construction drawing, and is set to 5.

[0136] Total number of time nodes T: set to 6;

[0137] Settlement increment The measured data sequence is set as follows: 0.8, 1.2, 1.5, 1.7, 2.0, 2.3 (unit: mm), and the average value is

[0138] Strain increment value The measured data sequence is set as 12, 18, 22, 25, 28, 32 (unit: με) through fiber Bragg grating sensor acquisition. The average value is

[0139] Sedimentation standard deviation Calculated

[0140] Adjustment coefficient k5: set to 1.2;

[0141] Maximum strain difference α5: extract the maximum absolute value of the strain difference sequence in the previous construction stage, set to 15;

[0142] Dynamic weight factor λ5: Calculated based on the slope of the settlement rate fitting curve of the first three construction stages

[0143] λ5 = 0.25 (dimensionless);

[0144] Cumulative forecast error The root mean square error between the strain predicted by the finite element model in the previous stage and the actual monitoring value is calculated as

[0145] Formula calculation process:

[0146]

[0147] The dynamic growth consistency coefficient, ρ5, of 0.102 indicates a weak positive correlation between the settlement and strain growth of structural segment 5 (reference threshold: ρ > 0.3 indicates high risk). Based on the sorting rule (coefficient descending order), this structural segment is not currently included in the priority control list. The calculation results are transmitted to the control module via the data interface, triggering a task list update instruction.

[0148] See also Figure 1 , the steps of S4 are as follows:

[0149] S401: According to the ranking position of each structural section in the priority control task list, the original set cooling time, support period and loading sequence of each structural section are called, the cooling time adjustment value and support period adjustment value are calculated according to the ranking position, and the original set parameters of each structural section are corrected according to the adjustment value to generate a parameter adjustment data table;

[0150] According to the ranking position of each structural section in the priority control task list, first, the structural section number and corresponding ranking position data in the priority control task list are extracted, for example, the structural section numbers are SD-01, SD-02, SD-03, SD-04 in turn, and the ranking positions are 1, 3, 2, and 4 respectively. The ranking positions are arranged in order of control priority from high to low, that is, the smaller the ranking position value, the higher the priority. Then, the original set cooling time, support period and loading sequence data of each structural section are called. The original set cooling time is 72h for SD-01, 60h for SD-02, 66h for SD-03, and 54h for SD-04. The original set support period is 15 days for SD-01, 12 days for SD-02, 14 days for SD-03, and 10 days for SD-04. The loading sequence is arranged in the same order as the number. According to the ranking position, the cooling time adjustment value and the support period adjustment value are calculated. First, set the cooling time adjustment coefficient α and the support period adjustment coefficient β, where α = 2h / position difference, β = 1 day / position difference. Take SD-02 as an example, its ranking position is 3, compared with the highest priority position (1), there is a position difference of 2. The cooling time adjustment value is ΔT cool,SD-02 = α × (3-1) = 2 × 2 = 4h, and the support period adjustment value is ΔT support,SD-02 = β × (3-1) = 1 × 2 = 2 days. Then, the original set parameters are corrected according to the adjustment value. The adjusted cooling time of SD-02 is T cool,new,SD-02 = 60 + 4 = 64h, and the support period is T support,new,SD-02 = 12 + 2 = 14 days. The parameter correction of all structural sections is completed in turn, the loading sequence is reordered according to the ranking position, and finally the parameter adjustment data table is formed.

[0151] S402: According to the parameter adjustment data table, combined with the structural section number information, the corrected cooling time, support period and loading sequence are matched and corrected to integrate the intervention execution arrangement content of each structural section to obtain an intervention execution arrangement list;

[0152] According to the parameter adjustment data table, combined with the structure section number information, the corrected parameter data is first integrated to form complete intervention execution arrangement content for each structure section. The SD-01 sorting position is 1, the cooling time is maintained at the original 72h, the support period is maintained at the original 15 days, and the loading sequence number is 1. The SD-03 sorting position is 2, the position difference is 1, the cooling time adjustment value is 2h, the support period adjustment value is 1 day, the adjusted cooling time is 66+2=68h, the support period is 14+1=15 days, and the loading sequence is adjusted to 2. The SD-02 sorting position is 3, which has been calculated in S401, and the loading sequence is adjusted to 3. The SD-04 sorting position is 4, the position difference is 3, the cooling time adjustment value is 6h, the support period adjustment value is 3 days, the adjusted cooling time is 54+6=60h, the support period is 10+3=13 days, and the loading sequence is adjusted to 4. The corrected data of all structure sections is sorted to form an intervention execution arrangement list, which includes structure section number, adjusted cooling time, adjusted support period, and adjusted loading sequence.

[0153] S403: Call the intervention execution arrangement list, extract the structure section number and the corresponding task arrangement, form the matching relationship record of structure section and task, and generate the construction control execution record.

[0154] Call the intervention execution arrangement list, first extract the structure section number information, SD-01, SD-03, SD-02, SD-04, then extract the corresponding task arrangement, SD-01 task arrangement is cooling 72h, support 15 days, loading sequence 1, SD-03 is cooling 68h, support 15 days, loading sequence 2, SD-02 is cooling 64h, support 14 days, loading sequence 3, SD-04 is cooling 60h, support 13 days, loading sequence 4, finally form the matching relationship record of structure section and task, output the structure section number and the intervention arrangement one by one, and generate the construction control execution record.

[0155] Table 4 Construction control execution record table

[0156]

[0157]

[0158] As shown in Table 4, the structure section number, sorting position, cooling time, support period, and loading sequence are completely calculated and adjusted, and the construction control execution record is generated.

[0159] Please refer to Figure 1 , the steps of S5 are as follows:

[0160] S501: Based on the construction control execution record, the displacement sequence data and strain sequence data of the structural segment after construction are collected, the displacement sequence data and strain sequence data of the corresponding structural segment in the previous construction phase are called, the corresponding time node data of the two phases are synchronously aligned, the displacement difference sequence and strain difference sequence of the time nodes are calculated, and the structural response change sequence is generated;

[0161] Based on the construction control execution records, the SD-03 structure section was first selected as the implementation object, and the displacement sequence data and strain sequence data obtained from the monitoring after the construction was completed were extracted. During the monitoring period after the construction was completed, the displacement monitoring frequency was once every 10 minutes, and the displacement data series were: 0.380mm, 0.385mm, 0.390mm, 0.394mm, 0.398mm, 0.403mm, 0.407mm, 0.410mm, and the strain monitoring frequency was once every 5 minutes, and the strain data series were: 130με, 13 3με, 135με, 138με, 140με, 143με, 146με, 149με, 152με, 155με, 158με, 160με, 163με, 165με, 167με, 170με, and then call the displacement and strain data recorded by SD-03 in the early construction stage. The early displacement data sequence is: 0.350mm, 0.355mm, 0.360mm, 0.364mm, 0.368mm, 0.373mm, 0.377mm, 0.380mm, corresponding The strain data sequence is: 110με, 113με, 115με, 118με, 120με, 123με, 126με, 129με, 132με, 135με, 138με, 140με, 143με, 145με, 147με, 150με. Due to the difference in sampling frequency between the two stages, the data of the two stages need to be aligned synchronously at the same time nodes. During the alignment, the sampling time of the previous construction is used as the benchmark, and the data after construction are interpolated at the corresponding time nodes. The alignment sequence after construction is: Displacement: 0.3 80mm, 0.385mm, 0.390mm, 0.394mm, 0.398mm, 0.403mm, 0.407mm, 0.410mm, strain: 130με, 133με, 135με, 138με, 140με, 143με, 146με, 149με, 152με, 155με, 158με, 160με, 163με, 165με, 167με, 170με, then calculate the displacement difference sequence and strain difference sequence of the time node, the difference calculation formula is: Take the first time node as an example: All node differences are calculated in sequence to eventually form a complete structural response change sequence.

[0162] S502: Calculate the difference value between adjacent time nodes according to the structural response change sequence, form the incremental trend sequence, analyze the trend direction change, screen the continuous section with consistent trend direction, and establish the structural behavior trend direction data;

[0163] According to the structural response change sequence, first calculate the difference value between adjacent time nodes to form the incremental trend sequence, perform a difference operation on the displacement difference value sequence and the strain difference value sequence respectively, the displacement difference is represented by , and the strain difference is represented by , and the calculation formula is: Take the second time node of the displacement difference value sequence as an example: The second node of the strain difference value sequence is: Calculate the difference value of the entire sequence in turn to form the complete incremental trend sequence, then analyze the trend direction change, for each difference value, if , it is determined to be "rising", if , it is determined to be "falling", if , it is determined to be "stable", the strain sequence determination rule is the same as the displacement, screen the continuous section with consistent trend direction, set the continuous trend consistency threshold to be consistent in the direction of 3 consecutive time nodes, for example, the displacement difference is positive in the first-3 groups, it is determined to be an upward section, the strain difference is also positive in the fourth-6 groups, it is also determined to be an upward section, finally establish the structural behavior trend direction data, record the trend consistent section and the trend direction type.

[0164] S503: Call the structural behavior trend direction data, adjust the construction control parameters according to the trend direction change, including adjusting the cooling time, the support period and the loading sequence, archive the adjusted parameters, and generate the construction control feedback result data set;

[0165] Call the structural behavior trend direction data, first judge whether the current structural behavior trend of each structural section matches the original construction control parameters, if the length of the continuous rising trend section is greater than or equal to 5 groups of data, trigger the construction control parameter adjustment rule,

[0166] The adjustment rule is as follows: when the trend is continuously rising, increase the cooling time by 2h, increase the support period by 1 day, and move the loading sequence by 1 position forward, for example, SD-03, the displacement and strain trends are both continuously rising for 6 groups of data, which meets the adjustment condition, the cooling time is adjusted from the original 68h to: cool,new T support,new= 15 + 1 = 16 days, the loading sequence is adjusted from the original 2 to: L new = 2 - 1 = 1, the adjusted parameters are archived and recorded, and the final construction control feedback result data set is formed;

[0167] Table 5 Construction control feedback result data table

[0168] Structure section number Cooling time after adjustment (h) Support period after adjustment (days) Loading sequence after adjustment SD-03 70 16 1

[0169] As shown in Table 5, through complete trend direction analysis and parameter adjustment logic, a construction control feedback result data set has been formed.

[0170] Please refer to Figure 2 A construction control system for underground super-long thick concrete structures, the construction control system for underground super-long thick concrete structures is used to execute the above-mentioned construction control method for underground super-long thick concrete structures, and the system comprises:

[0171] A vertical response identification module, which obtains displacement sequence data of monitoring points through a vertical displacement monitoring device, analyzes the displacement change amplitude to screen the displacement growth starting node, analyzes the continuous change amplitude of the displacement curve, identifies the displacement growth starting time, extracts the starting time of the strain sequence growth interval, compares the time node difference, and outputs the vertical response difference section to a load linkage positioning module;

[0172] A load linkage positioning module, which identifies construction load operation records based on the vertical response difference section, analyzes the load operation time period in the construction log, screens the operation time covering the response section, compares the coincidence degree of the strain growth interval and the load operation time, extracts the synchronous change time section, analyzes the response area corresponding to the load change, and outputs the load excitation response section data to a response amplitude comparison module;

[0173] A response amplitude comparison module, which analyzes the structure section response characteristics based on the load excitation response section, extracts the displacement and strain sequence data of the corresponding structure section, groups the data of the two stages before and after the load change in time sequence, compares the growth rate and fluctuation range, extracts the structure section response change amplitude, compares the consistency of the displacement and strain growth directions, sorts the structure section response performance, generates a priority control task list, and delivers it to a structure sorting and grading module;

[0174] A structure sorting and grading module, which, based on the priority control task list, calls the structure section number to match its cooling time, support period and loading sequence parameters, analyzes the sorting position and parameter combination relationship, matches the structure section number to generate an intervention execution arrangement list, forms a structure section and task correspondence table, and outputs a construction control execution record to a parameter feedback adjustment module;

[0175] The parameter feedback adjustment module analyzes the response change of the structural section before and after construction by using the construction control execution record, calls the structural section number to obtain the displacement and strain sequence before and after execution, aligns the time axis and performs differential analysis, extracts the change direction to form a structural behavior curve, identifies the response trend of the cooling time, support period and loading sequence, adjusts the parameters, and generates a construction control feedback result dataset.

[0176] The above-described embodiments can be implemented, in whole or in part, by software, hardware (such as a circuit), firmware or any combination thereof. When implemented using software, the above-described embodiments can be implemented, in whole or in part, in the form of a computer program product. The computer program product includes one or more computer instructions or computer programs. When the computer instructions or computer programs are loaded or executed on a computer, the above-described processes or functions are generated, in whole or in part, according to the embodiments of the present application. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable devices. The computer instructions can be stored in a computer-readable storage medium or transmitted from one computer-readable storage medium to another computer-readable storage medium, for example, the computer instructions can be transmitted from one website, computer, server or data center to another website, computer, server or data center through a wired (such as infrared, wireless, microwave, etc.) manner. The computer-readable storage medium can be any available medium that can be accessed by a computer or a data storage device such as a server, data center, etc. containing one or more available medium sets. The available medium can be a magnetic medium (such as a floppy disk, a hard disk, a magnetic tape), an optical medium (such as a DVD), or a semiconductor medium. The semiconductor medium can be a solid-state disk.

Claims

1. A construction control method for an underground ultra-long, thick, and large concrete structure, characterized in that: The method comprises: S1: Obtain vertical displacement sequence data of the monitoring point through the vertical displacement monitoring device. Combined with the strain sequence data collected by the strain monitoring device, analyze the displacement change trend, extract the displacement growth starting node, extract the start time through the displacement curve increase, and compare it with the strain data growth starting time to form the vertical response difference segment; S2: Using the vertical response difference segment, locate the construction load operation record of the corresponding segment, analyze the strain data growth stage and the load change time interval, extract the co-occurrence time period, identify the load-affected crack evolution area, and generate the load-induced response segment; S3: Extracting the fluctuation amplitude and growth rate based on the settlement and strain data in the load-induced response section, performing incremental comparison on the response amplitude of the structural segment before and after the load change, sorting the structural segments according to the consistency of displacement and strain growth, and outputting a priority control task list; S4: Based on the ranking of each structural segment in the priority control task list, the cooling time, support cycle and loading sequence are adjusted, the structural segment numbers are matched to generate an intervention execution arrangement list, a structural segment and task correspondence table is formed, and a construction control execution record is output.

2. The construction control method for underground ultra-long, thick and large concrete structures according to claim 1 is characterized in that: The vertical response difference section includes the response starting offset, the vertical response hysteresis interval, and the displacement and strain difference amplitude. The load intensification response section includes the crack development zone, the strain sensitive zone, and the load action time window. The priority control task list includes the structural segment response ranking, the synchronous growth level, and the control priority label. The construction control execution record includes the intervention task number, the structural segment operation plan, and the control parameter set.

3. The construction control method for underground ultra-long, thick and large concrete structures according to claim 1 is characterized in that: The steps of S1 are as follows: S101: Obtaining vertical displacement sequence data of monitoring points through a vertical displacement monitoring device, extracting the displacement fluctuation amplitude, change direction, and duration within a continuous time period of each set of data, identifying the displacement growth starting node, and generating a displacement growth start time data set; S102: Calling the displacement growth start time data set, combining it with the strain sequence data collected by the strain monitoring device, extracting the strain data growth start time corresponding to the monitoring point, calculating the time offset between the displacement and strain response by comparing the time nodes, and generating a response start time difference value set; S103: Based on the response start time difference value set, identifying the time offsets of multiple adjacent monitoring points, screening the structural areas with a time offset value above a threshold, dividing the spatial partitions according to the structural positions of the monitoring points, classifying and arranging the intervals, and screening the vertical response difference sections by analyzing the significance of the difference changes; The specific formula for dividing the spatial partitions according to the structural position of the monitoring point is: Calculate the spatial offset response deviation value; Among them, θ q represents the spatial offset response deviation value in the qth spatial partition, Δur,q represents the response starting time difference of the rth monitoring point in the qth spatial partition, represents the average value of the response starting time difference of all monitoring points in the qth spatial partition, ω r,q represents the structural importance weighting coefficient of the rth monitoring point in the qth spatial partition, M q represents the number of monitoring points in the qth spatial partition, ζ q represents the standard deviation of the time difference of the response starting point in the qth spatial partition, r represents the rth monitoring point, and q represents the qth spatial partition number; The offset threshold is set by the median of the time offset of the monitoring point and the distribution upper limit coefficient corrected by combining the structure burial depth, volume and support parameters; The vertical response difference segment refers to a continuous segment with at least three consecutive monitoring points and a time offset greater than 1.5 seconds in the response starting point time difference value set, which is identified by using a quantitative threshold screening method. The difference between the maximum and minimum values ​​of the time offset in the segment is calculated. If the difference is greater than or equal to 0.8 seconds, it is determined that there is a significant difference change in the segment. For situations where trend analysis is required, the linear slope of the time offset as the monitoring point number changes is calculated. If the slope is greater than or equal to 0.3 seconds / monitoring point, it is determined that the segment has a trend change feature. The segments that meet the above conditions are screened and defined as vertical response difference segments.

4. The construction control method for underground ultra-long and thick concrete structures according to claim 3 is characterized in that: The specific steps of S2 are: S201: Using the vertical response difference segment, calling construction log data and construction load monitoring record data, screening load operation data that coincides with the time interval of the vertical response difference segment, extracting operation segment information of construction load application based on the corresponding relationship of timestamps, and generating load operation segment data; S202: calling the load operation section data and the strain sequence data collected by the strain monitoring device, extracting the co-occurrence time period based on the coincidence of the load application start and end time and the strain growth period, screening the section with continuous strain growth during the load application period, and obtaining the strain co-occurrence interval value; S203: Based on the strain co-occurrence interval value, calling the strain growth rate data, calculating the change amplitude of the strain growth rate during the load application period, screening the sections where the strain growth amplitude exceeds the judgment threshold according to the crack evolution judgment threshold, and generating the load intensification response section; The crack evolution judgment threshold is set by statistically analyzing the strain sequence growth rate value before load application, obtaining the average value and standard deviation value of the strain growth rate before load application, and adopting the sum of the average growth rate value and the standard deviation value before load application.

5. The construction control method for underground ultra-long, thick and large concrete structures according to claim 4 is characterized in that: The specific steps of S3 are: S301: Detecting the fluctuation interval in the settlement data and the change interval in the strain data based on the settlement and strain data in the load-induced response section, calculating the fluctuation amplitude of the settlement data based on the fluctuation interval, and calculating the change amplitude of the strain data based on the change interval, to generate a fluctuation and change amplitude data set; S302: Calling the fluctuation and variation amplitude data set, extracting the settlement fluctuation amplitude and strain variation amplitude data of each section according to the time period before and after the load change, calculating the response amplitude increment value of each section before and after the load change based on the corresponding amplitude difference before and after the load change, and generating a response amplitude increment value sequence; S303: Calculate the growth consistency coefficient of the settlement increment and the strain increment according to the response amplitude increment value sequence, sort the structural segments according to the consistency coefficient, extract the priority control structural segment numbers according to the sorting results, and generate a priority control task list.

6. The construction control method for underground ultra-long, thick and large concrete structures according to claim 5 is characterized in that: The specific formula for calculating the growth consistency coefficient of the settlement increment and the strain increment is: Calculate the dynamic growth consistency coefficient; Among them, ρ i represents the dynamic growth consistency coefficient of the i-th structural segment, Δsi,t represents the settlement increment value of the i-th structural segment at the t-th time node, Represents the average value of the settlement increment of all time nodes of the i-th structural segment, Δε i,t represents the strain increment of the i-th structural segment at the t-th time node, represents the average value of the strain increment of all time nodes in the i-th structural segment, represents the standard deviation of the settlement increment values ​​of all time nodes of the i-th structural segment, k i is the adjustment coefficient selected for the i-th structural segment, α i is the absolute value of the maximum strain difference of the i-th structural segment in the structural response change sequence of the previous stage, λ i is the dynamic weight factor of the i-th structural segment based on historical data fitting, is the cumulative strain error output by the prediction model of the i-th structural segment in the previous construction stage, T represents the total number of time nodes of the structural segment, i represents the structural segment number index, and t represents the time node index.

7. The construction control method for underground ultra-long, thick and large concrete structures according to claim 5 is characterized in that: The specific steps of S4 are: S401: Based on the ranking of each structural segment in the priority control task list, the originally set cooling time, maintenance period, and loading sequence of each structural segment are called, and a cooling time adjustment value and a maintenance period adjustment value are calculated according to the ranking. The originally set parameters of each structural segment are modified according to the adjustment values ​​to generate a parameter adjustment data table; S402: According to the parameter adjustment data table, combined with the structural segment number information, the corrected cooling time, maintenance period and loading sequence are matched, and the intervention execution arrangement content of each structural segment is integrated to obtain an intervention execution arrangement list; S403: calling the intervention execution arrangement list, extracting the structure segment number and the corresponding task arrangement, forming a matching relationship record between the structure segment and the task, and generating a construction control execution record.

8. The construction control method for underground ultra-long, thick and large concrete structures according to claim 1 is characterized in that: The method further comprises: S5: Based on the construction control execution record, the displacement sequence and strain sequence data of the structural segment after construction are collected, the numerical curves of the two time periods are subjected to year-on-year difference processing, and the structural behavior change result data is formed according to the trend direction of the incremental data. According to the change result data, the construction control parameters are adjusted, including the cooling time, the support period, and the loading sequence, to generate a construction control feedback result data set; The construction control feedback result data set includes a response change trend diagram, parameter correction indicators, and construction control optimization records.

9. The construction control method for underground ultra-long, thick and large concrete structures according to claim 8, characterized in that: The specific steps of S5 are: S501: Based on the construction control execution record, displacement sequence data and strain sequence data of the structural segment after construction are collected, displacement sequence data and strain sequence data of the corresponding structural segment in the previous construction phase are called, corresponding time node data of the two phases are synchronously aligned, displacement difference sequence and strain difference sequence of the time nodes are calculated, and a structural response change sequence is generated; S502: Calculating the difference between adjacent time nodes based on the structural response change sequence to form an incremental trend sequence, analyzing the trend direction change, screening continuous segments with consistent trend directions, and establishing structural behavior trend direction data; S503: Calling the structural behavior trend direction data, adjusting the construction control parameters according to the trend direction change, including adjusting the cooling time, the maintenance period and the loading sequence, archiving the adjusted parameters, and generating a construction control feedback result data set.

10. A construction control system for an underground ultra-long and thick concrete structure, characterized in that: The system is used to implement the construction control method of an underground ultra-long, thick and large concrete structure according to any one of claims 1 to 9, and the system includes: The vertical response identification module obtains the displacement sequence data of the monitoring point through the vertical displacement monitoring device, combines it with the strain sequence data collected by the strain monitoring device, analyzes the displacement change amplitude to select the displacement growth starting node, analyzes the continuous change amplitude of the displacement curve, identifies the displacement growth start time, extracts the starting time of the strain sequence growth interval, compares the time node differences, and outputs the vertical response difference segment to transmit to the load linkage positioning module; The load linkage positioning module identifies the construction load operation records based on the vertical response difference section, analyzes the load operation time period in the construction log, selects the operation time covering the response section, compares the overlap between the strain growth interval and the load operation time, extracts the synchronous change time section, analyzes the response area corresponding to the load change, and outputs the load intensification response section data to the response amplitude comparison module; The response amplitude comparison module analyzes the response characteristics of the structural segment based on the load-induced response section, extracts the displacement and strain sequence data of the corresponding structural segment, groups the data of the two stages before and after the load change in chronological order, compares the growth rate and fluctuation range, extracts the response change amplitude of the structural segment, compares the consistency of the displacement and strain growth direction, ranks the response performance of the structural segment, and generates a priority control task list to pass to the structural ranking module; The structural sorting and grading module, based on the priority control task list, calls the structural segment number to match its cooling time, maintenance period and loading sequence parameters, analyzes the relationship between the sorting position and the parameter combination, matches the structural segment number to generate an intervention execution arrangement list, forms a structural segment and task correspondence table, and outputs the construction control execution record to pass to the parameter feedback adjustment module; The parameter feedback adjustment module uses the construction control execution record to analyze the response changes of the structural segment before and after construction, calls the structural segment number to obtain the displacement and strain series before and after execution, aligns them according to the time axis and performs differential analysis, extracts the change direction to form a structural behavior curve, identifies the response trends of cooling time, support cycle and loading sequence, adjusts parameters, and generates a construction control feedback result data set.

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