Foundation pit deformation control method based on dynamic load compensation

Abstract

This invention discloses a method for controlling foundation pit deformation based on dynamic load compensation, relating to the field of civil engineering technology. The method includes the following steps: During foundation pit construction, the periodic changes of external loads over time are continuously collected; the changes in the amplitude of external loads at different times are mapped to a unified time axis; the rhythmic characteristics of the external load changes over time are extracted to form a time reference for the rhythm of external load changes. This invention, by integrating external load changes and dynamic compensation into a unified time axis for coordinated control, actively avoids the stage dominated by structural deformation inertia, weakens the synchronous superposition of compensation effects and unfavorable loads, and suppresses the cumulative amplification of foundation pit deformation during construction. Simultaneously, by constructing a compensation action interval and time arrangement, the compensation is always time-displaced from the external load, reducing the risk of low-frequency resonance and improving the overall safety and stability of the foundation pit and support structure under complex working conditions.

Description

Technical Field

[0001] This invention relates to the field of civil engineering technology, specifically to a method for controlling foundation pit deformation based on dynamic load compensation. Background Technology

[0002] Dynamic load compensation-based foundation pit deformation control refers to a process where, during the continuous changes in the foundation pit excavation and its surrounding environment, foundation pit deformation is no longer considered a static result or a post-hoc problem. Instead, it treats the time-varying loads caused by excavation unloading, surrounding traffic, and overlapping construction procedures as the control object. By continuously sensing and judging the stress state of the soil and support structure, the development trend of foundation pit deformation can be predicted in advance. Before the deformation becomes apparent, corresponding compensation forces are dynamically applied based on the response characteristics of soil at different depths and locations to load changes, thereby offsetting or balancing the unloading effect in real time. This continuously constrains the accumulation and amplification of foundation pit deformation over time. The compensation strategy is not based on a single empirical parameter, but on the actual soil mechanical properties, pressure-deformation response relationship, and compensation execution efficiency obtained during the construction phase. This transforms foundation pit deformation control from traditional passive monitoring and post-reinforcement to an active control process driven by dynamic load changes and centered on real-time compensation.

[0003] The existing technology has the following shortcomings: In the existing technology, when the foundation pit deformation is compensated based on dynamic load, the compensation action is usually executed according to a preset time rhythm or fixed response period, without effectively constraining the time coupling relationship between the rhythm of external periodic load changes and the compensation execution rhythm. During the construction of the foundation pit, when the frequency of external periodic load changes gradually approaches the compensation execution rhythm as the working conditions evolve, the compensation action is continuously superimposed on the structural deformation process that has not yet decayed, causing the compensation force to act as a synchronous driving force for the deformation process in a local stage. This transforms the compensation behavior originally intended to suppress deformation into a reverse excitation source, causing the foundation pit sidewall or support components to enter a resonant deformation state under low-frequency action conditions. The deformation amplitude accumulates rapidly in continuous cycles and shows a nonlinear amplification trend, thus significantly increasing the risk of structural instability.

[0004] The information disclosed in the background section is only intended to enhance the understanding of the background of this disclosure, and therefore may include information that does not constitute prior art known to those skilled in the art. Summary of the Invention

[0005] The purpose of this invention is to provide a method for controlling the deformation of foundation pits based on dynamic load compensation, so as to solve the problems mentioned in the background art.

[0006] To achieve the above objectives, the present invention provides the following technical solution: a method for controlling foundation pit deformation based on dynamic load compensation, comprising the following steps: During the construction of the foundation pit, the periodic changes of external load over time are continuously collected. The changes in the amplitude of external load at different times are mapped to a unified time axis, and the rhythmic characteristics of the changes of external load over time are extracted to form a time reference for the rhythm of external load changes. By using the time reference of the external load change rhythm, we can perform time axis alignment analysis on the actual action time of dynamic load compensation measures, establish the correspondence between the compensation action rhythm and the external load change rhythm, identify the segments on the time axis where the compensation action rhythm and the external load change rhythm gradually overlap, and determine the key time period when the risk of deformation amplification is concentrated. The triggering time of dynamic load compensation measures is adjusted around the key time period so that the action time of dynamic load compensation measures avoids the stage when structural deformation inertia is dominant, and forms a compensation action range on the time axis that is staggered from the rhythm of external load changes. Based on the compensation action interval, the application sequence of dynamic load compensation measures is reconstructed, and the continuous application of dynamic load compensation process is adjusted to phased application, so that each dynamic load compensation corresponds to a safe time interval within the compensation action interval, forming a compensation action time arrangement. Regarding the timing of compensation action, before the rhythm of external load changes and the rhythm of compensation action begin to overlap, the frequency of dynamic load compensation should be proactively reduced, and the application of dynamic load compensation should be gradually resumed according to the timing of compensation action, so that the dynamic load compensation action and the external load changes are time-staggered, and the pit sidewalls or support components are prevented from entering a low-frequency resonance state.

[0007] Preferably, the steps for establishing the time base for the rhythm of external load changes are as follows: Throughout the entire construction process of the foundation pit, the external load sources that can act on the foundation pit soil and support components are continuously collected. The change in the intensity of the external load at each collection moment and the current amplitude are recorded and correlated with the actual time. After completing the continuous acquisition of external loads, the changes in the amplitude of external loads at different times are mapped to a unified time axis. A unified time coordinate system is established with the construction start time as the zero point, and multiple external load sources are recorded synchronously at the same time position. On a unified time axis, identify the rising, high-value maintenance, falling, and low-value maintenance processes of external load amplitude, record the start and end times of each process, and form a repeating fluctuation cycle marker. After obtaining the rhythm of external load fluctuations, the unified time axis, records of external load amplitude changes, and information on fluctuation segments are integrated to form a time reference characterizing the rhythm of external load changes, which is used for subsequent alignment analysis of compensation action time.

[0008] Preferably, the steps for determining the critical time period of concentrated deformation amplification risk are as follows: After the time base for the rhythm of external load changes is established, the actual action time of dynamic load compensation measures is recorded. The record includes the start time, end time and duration of each dynamic load compensation measure, and forms a continuous action time series. The time series of dynamic load compensation measures are uniformly mapped to a time axis consistent with the time reference of external load change rhythm, so as to obtain the distribution of dynamic load compensation measures on a unified time axis. Based on the time range of the rising phase, high value maintenance phase, falling phase and low value maintenance phase in the time base of the external load change rhythm, the effective range of dynamic load compensation measures is segmented and marked to establish the change relationship between the two. Identify sections where the rhythm of compensation action and the rhythm of external load change gradually overlap along a unified time axis, and determine key time periods based on the duration of overlap, the number of times overlap occurs, and the type of overlap phase.

[0009] Preferably, the determination of the critical time period includes marking the time overlap between the compensation action interval and the high-value maintenance phase and the rising phase of the external load change rhythm on a cycle-by-cycle basis. When the duration of the overlap between the compensation action interval and the same phase of the external load change rhythm in a continuous cycle exceeds a predetermined safety time interval and the number of overlaps reaches a preset threshold, the time range covering the continuous cycle is defined as the critical time period.

[0010] Preferably, the steps for forming the compensation range are as follows: After the critical time period is determined, the start time, end time, duration and stage affiliation information of the critical time period are organized to form a critical time period boundary list, and then expanded in combination with the time boundary of the stage where structural deformation inertia dominates. The start time, end time, and duration of the dynamic load compensation measures throughout the entire construction process are recorded as a compensation trigger list. Each item is then compared with the critical time period boundary list to determine the compensation trigger items that need to be corrected in advance. For compensation trigger items that need to be corrected in advance, the trigger time is moved forward so that the duration of the compensation effect is located before the start time of the critical time period and avoids the stage where structural deformation inertia dominates. The revised duration of the compensation effect is summarized on a unified timeline to form a list of compensation effect intervals, which is used to constrain the implementation time of subsequent compensation measures.

[0011] Preferably, when the compensation trigger time is moved forward, the compensation trigger start time position is moved forward along a unified time axis to a safe time interval before the start time position of the critical time period. The duration of the compensation effect after the movement remains the original duration, and a predetermined safe time interval is maintained between the start time position of the critical time period, while avoiding entering the time boundary range of the stage where structural deformation inertia dominates.

[0012] Preferably, the steps for forming the compensation action time schedule are as follows: After the list of compensation action zones is formed, the original application records of dynamic load compensation measures are expanded to record the start time and location of compensation application, the end time and location of compensation application, the duration of compensation application and construction stage markers, and mapped to a unified time axis to identify continuously input risk records. Around the safe time interval of the compensation effect range, the continuous input risk record is divided into multiple compensation application stages to form a list of safe time intervals, and the compensation application stages are sequentially assigned to the safe time intervals so that each safe time interval can only accommodate one compensation application stage; The application position of each compensation application stage within the corresponding safety time interval is refined so that the start and end times of compensation application are both within the safety time interval, and the interval between adjacent stages is not less than the predetermined safety time interval. The list of all compensation application phases and the list of safety time intervals will be combined to form a compensation action schedule, which will be used to guide the implementation of subsequent compensation measures.

[0013] Preferably, during the process of allocating the compensation application phase to the safety time interval, if the duration of the compensation application phase is longer than the duration of the safety time interval, the compensation application phase is split into two consecutive sub-phases. The two sub-phases are allocated to adjacent safety time intervals respectively, and the application is completed independently within their respective safety time intervals, so that the compensation application process remains completely closed on the time axis and avoids crossing the boundary of the compensation action interval.

[0014] Preferably, regarding the timing of compensation, before the rhythm of external load changes and the rhythm of compensation begin to overlap, the frequency of dynamic load compensation is first reduced, and then compensation is gradually resumed according to the timing of compensation, so that the compensation application process is staggered from the rhythm of external load changes on the time axis. The steps are as follows: After the compensation action time schedule is formed, the compensation action time schedule and the external load change rhythm time benchmark are laid out side by side on a unified time axis to form a time relationship list, and the continuous change range of the compensation application stage interval is identified to determine the warning time range. Within the warning time range, the compensation application phase is actively reduced by shifting the start time of compensation application to a later position within a safe time interval and using an intermittent retention method, so that the frequency of compensation application is reduced and moved away from the high-value maintenance phase and the later part of the rising phase of the external load change rhythm. After the frequency reduction is completed, a frequency reduction time schedule list is generated, the distribution of the compensation application stage on the time axis is recorded, and the re-insertion order of the removed compensation application stages is set to ensure that the time interval is stable and does not overlap continuously. After the frequency reduction schedule is implemented, compensation is gradually resumed according to the compensation action schedule, so that the rhythm of compensation application and the rhythm of external load change are continuously misaligned on the time axis to prevent the formation of low-frequency resonance.

[0015] The technical effects and advantages provided by the present invention in the above technical solution are as follows: This invention integrates external load changes and compensation effects into a unified time axis for coordinated control. This allows the compensation behavior to no longer passively follow the deformation results, but instead avoid the time stage dominated by structural deformation inertia in advance. From the time dimension, it weakens the synchronous superposition effect of adverse loads and compensation effects, effectively suppresses the cumulative amplification trend of foundation pit deformation during continuous construction, thereby improving the stability and predictability of foundation pit deformation control.

[0016] This invention constructs a compensation action interval and a compensation action time arrangement to ensure that dynamic load compensation maintains a time misalignment with the rhythm of external load changes throughout the entire process. This avoids the compensation action from transforming into a synchronous drive for structural deformation under low-frequency conditions, significantly reducing the risk of the foundation pit sidewall or support components entering a low-frequency resonance state and improving the overall safety margin of the foundation pit structure under complex construction conditions. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments recorded in this invention. For those skilled in the art, other drawings can be obtained based on these drawings.

[0018] Figure 1 This is a flowchart of the foundation pit deformation control method based on dynamic load compensation according to the present invention. Detailed Implementation

[0019] Exemplary embodiments will now be described more fully with reference to the accompanying drawings. However, these exemplary embodiments can be implemented in many forms and should not be construed as limited to the examples set forth herein; rather, they are provided so that the description of this disclosure will be more complete and fully convey the concept of the exemplary embodiments to those skilled in the art.

[0020] This invention provides, for example Figure 1 The foundation pit deformation control method based on dynamic load compensation shown includes the following steps: During the construction of the foundation pit, the periodic changes of external load over time are continuously collected, and the changes in the amplitude of external load at different times are uniformly mapped to the same time axis. The fluctuations of external load over time are rhythmically analyzed to form a time reference for characterizing the rhythm of external load changes. To establish a time reference that reflects the rhythm of external load changes, based on the periodic fluctuations of external loads over time during construction, continuous data collection, unified timeline mapping, and rhythm analysis of external loads were performed. The analysis results were then organized into a directly applicable time reference. The specific implementation steps are as follows: Throughout the entire process from the start to the end of foundation pit construction, external load sources that can affect the foundation pit soil and support components around the construction site are selected as the data collection targets. These external load sources include traffic loads caused by vehicles passing through surrounding roads, vibration loads caused by nearby rail transit operations, construction loads caused by hoisting and material transportation at nearby sites, pulsating loads caused by concrete pouring and pumping operations, and additional load changes caused by adjustments to surrounding loads. During the data collection process, the state of external load changes over time is continuously recorded in a time-continuous manner, with the recorded content including at least the external load at each data collection moment. The change in load intensity is correlated with the current amplitude of the external load intensity, and each acquisition moment is marked with a corresponding actual time at the construction site, so that the external load forms a continuous recording sequence in the time dimension. To ensure the complete presentation of the periodic changes of the external load, a fixed acquisition time interval is maintained during the acquisition process, and the acquisition time interval is shortened during the construction period when the external load changes drastically. This allows the acquisition records to cover the complete cycle of the external load from rising to peak value, falling back to low value, and rising back from low value, so that the periodic changes of the external load over time are continuously presented in the recording sequence.

[0021] After completing the continuous acquisition of external loads and forming a recording sequence, the changes in the amplitude of external loads at different times in the recording sequence are uniformly mapped to the same time axis, so that all external load records are arranged in the order of occurrence within a unified time coordinate system. During the mapping process, the starting time of the foundation pit construction is defined as the zero point of the unified time axis. The actual occurrence time of each external load record is converted into a time position relative to the zero point, and the changes in the amplitude of external loads are bound and labeled with the corresponding time positions, so that the changes in the amplitude of external loads at each moment occupy a unique position on the time axis. When the acquisition time interval changes during the continuous acquisition process, the records corresponding to different acquisition time intervals are inserted into the unified time axis in the order of the actual time, ensuring that the time interval on the time axis is consistent with the actual time interval, so that the distribution of external loads on the unified time axis reflects the real time history. When multiple external load sources act in parallel at the construction site, the amplitude changes of different external load sources at the same time position are labeled on the unified time axis, forming a synchronous record of multiple external load amplitude changes corresponding to the same time position, so as to uniformly sort out the overall fluctuations of external loads over time.

[0022] After mapping the external load amplitude changes to a unified time axis, the rhythm of the external load fluctuations over time is analyzed based on the continuous distribution of the external load amplitude changes along the unified time axis, resulting in rhythmic characteristics that describe the rhythm of the external load changes. During this rhythm analysis, the following processes are identified segment by segment along the unified time axis: the rising process of the external load amplitude from low to high, the high-value maintenance process where the external load amplitude remains near a high value, the falling process of the external load amplitude from high to low, and the low-value maintenance process where the external load amplitude remains near a low value. The corresponding start and end times are recorded for each process, forming a segmented description of the external load fluctuation process. This segmentation of the fluctuation process... After description, the repetition between adjacent fluctuation processes is further identified, the repetitive fluctuation cycle of the external load on a unified time axis is summarized, and the start and end times of each repetitive fluctuation cycle are marked, thus obtaining the periodic structure of the external load changing with time. During the construction process, when the external load change cycle shows a trend of gradually shortening or gradually lengthening, the time period corresponding to this trend is marked separately, so that the rhythm analysis results can reflect the fact that the rhythm of external load change changes with the evolution of working conditions. Through the above rhythm analysis, the change of external load is not only reflected in the change of amplitude, but also in the rhythmic characteristics of repetitive cycles, rising and falling structures, and stage differences on a unified time axis.

[0023] After analyzing the rhythmic characteristics of external load fluctuations, the unified time axis, records of external load amplitude changes, segmented information of external load fluctuation processes, and marking information of repeated external load fluctuation cycles are integrated to form a time reference for characterizing the rhythm of external load changes. The time reference includes at least the definition and time scale of the starting point of the unified time axis, the external load amplitude change corresponding to each time position, the start and end times of each rising and falling process, the start and end times of each high-value maintenance process and low-value maintenance process, the start and end times of each repeated fluctuation cycle, and the time periods when the external load change cycle shows shortening and lengthening trends. Through the formation of the time reference, subsequent steps can directly refer to the time reference to conduct alignment analysis of the time of compensation measures, and use the time reference as a unified reference to determine the positional relationship of the external load change rhythm on the time axis, thereby providing a clear time basis for the subsequent formation of control arrangements that are coordinated with the external load change rhythm.

[0024] By using the time reference of the external load change rhythm, the actual action time of dynamic load compensation measures is analyzed by time axis alignment, the relative change relationship between the compensation action rhythm and the external load change rhythm is established, the segments on the time axis where the compensation action rhythm and the external load change rhythm gradually overlap are identified, and the key time period of concentrated deformation amplification risk is determined. To clarify the relative rhythmic relationship between dynamic load compensation measures and external load changes over time, and to avoid the superposition of compensation effects with external load changes within unfavorable time windows, based on the established time benchmark for the rhythmic relationship of external load changes, the actual action time of dynamic load compensation measures is fully recorded, a unified time axis mapping is performed, rhythmic relationships are organized, and overlapping sections are located. This identifies the critical time period for the concentration of deformation amplification risk. The specific implementation steps are as follows: Given the established timeline for external load variation rhythm, the actual application time of each dynamic load compensation measure during foundation pit construction is recorded sequentially, ensuring the records cover the complete time process from the start to the end of each measure. The records include the start time, end time, and duration of each dynamic load compensation measure, with the corresponding construction calendar times synchronized. This ensures each measure's application time has a directly identifiable position on the timeline. When multiple dynamic load compensation measures are applied within the same construction phase, the start and end times are sequentially arranged to form a timeline of application. When different application frequencies and durations are used in different construction phases, the timelines for each phase are recorded separately and then connected sequentially throughout the construction process, creating an uninterrupted timeline for dynamic load compensation measures. This provides a complete time data foundation for subsequent timeline alignment with the external load variation rhythm timeline.

[0025] After the time series of dynamic load compensation measures is formed, it is uniformly converted into a time coordinate expression consistent with the external load change rhythm time reference. This ensures that each action of the dynamic load compensation measures can be mapped to a unified time axis corresponding to the external load change rhythm time reference. Specifically, the conversion method is as follows: using the starting point of the time axis adopted by the external load change rhythm time reference as a reference, the start time of each action of the dynamic load compensation measures is converted into a start time position on the time axis, and the end time of each action of the dynamic load compensation measures is converted into an end time position on the time axis. The start time position and the end time are then linked together. The time interval between locations is defined as the effective range of dynamic load compensation measures. After defining the effective range, the effective ranges of all dynamic load compensation measures are arranged in chronological order along the time axis to obtain a distribution map of dynamic load compensation measures on a unified time axis. When the time reference for the rhythm of external load changes includes continuous records of changes in the amplitude of external loads, the effective ranges of dynamic load compensation measures are superimposed and marked on the same time axis, so that changes in the amplitude of external loads and the effective ranges of dynamic load compensation measures are presented simultaneously on the same time axis, providing an intuitive time correspondence basis for establishing the relative relationship between the rhythm of compensation action and the rhythm of external load changes.

[0026] After completing the unified time axis mapping of the action range of dynamic load compensation measures, the relative positional relationship between the action range of dynamic load compensation measures and the external load fluctuation stages, which have been identified in the external load change rhythm time base, is organized segment by segment to establish the relative change relationship between the compensation action rhythm and the external load change rhythm. The external load fluctuation stages include the rising stage where the external load amplitude changes from low to high, the high-value maintenance stage where the external load amplitude remains near the high value, the falling stage where the external load amplitude changes from high to low, and the low-value maintenance stage where the external load amplitude remains near the low value. Each external load fluctuation stage has a clearly defined start and end time position on the unified time axis. When organizing the relative positional relationship, the action range of each dynamic load compensation measure and the external load fluctuation stages are linked. The time range of each segment is mapped to the time portion of the dynamic load compensation measure's effective range, which is defined as the time portion falling into the rising phase, the time portion falling into the high-value maintenance phase, the time portion falling into the falling phase, and the time portion falling into the low-value maintenance phase. Thus, the effective range of each dynamic load compensation measure is segmented and labeled using the external load fluctuation phase. Based on the segmented labeling, the time interval between two adjacent dynamic load compensation measure effective ranges is continuously observed along a unified time axis. This time interval is compared with the time length of the external load repetition fluctuation cycle to clarify the advance, lag, and synchronous relationships between the repetition rhythm of the dynamic load compensation measure's effective range on the time axis and the external load change rhythm. This allows the relative change relationship between the compensation rhythm and the external load change rhythm to form a continuous and traceable time evolution description throughout the entire construction process.

[0027] After the relative relationship between the compensation action rhythm and the external load change rhythm has been established, segments where the compensation action rhythm and the external load change rhythm gradually overlap are identified along a unified time axis, and these segments are identified as key time periods where the risk of deformation amplification is concentrated. During segment identification, the start and end times of the external load repetition cycle are used as cycle boundary references. The overlapping portion of the dynamic load compensation measure's action range and the high-value maintenance phase of the external load change rhythm on the time axis is marked cycle by cycle. Simultaneously, the overlapping portion of the dynamic load compensation measure's action range and the rising phase of the external load change rhythm on the time axis is also marked cycle by cycle. When the same phase of the dynamic load compensation measure's action range and the external load change rhythm continuously overlap within multiple consecutive external load repetition cycles, and... Furthermore, when the start time of overlap within adjacent cycles gradually approaches the peak of the external load change rhythm, the time range covered by this continuous cycle is defined as the gradually overlapping segment. After obtaining the gradually overlapping segment, the duration of overlap, the number of overlap occurrences, and the type of overlap phase within the compensation action interval of the gradually overlapping segment are centrally organized. When the gradually overlapping segment simultaneously meets one of the following three conditions: the duration of overlap is longer than the predetermined safety time interval, the number of overlap occurrences exceeds the predetermined threshold, and the overlap phase type includes a high-value maintenance phase, the gradually overlapping segment is determined as the critical time period. The start and end times of the critical time period are recorded in the external load change rhythm time reference, so that the critical time period can be directly referenced by the subsequent compensation trigger time adjustment steps, thereby providing a clear boundary on the time axis for subsequent avoidance of unfavorable superposition.

[0028] Around the key time period, the triggering time of dynamic load compensation measures is modified in advance so that the action time of dynamic load compensation measures avoids the stage when structural deformation inertia dominates on the time axis, and forms a compensation action range that is staggered with the rhythm of external load changes on the time axis. To proactively avoid unfavorable overlapping periods and establish a stable compensation range over time, the triggering time of dynamic load compensation measures is separated from the original rhythm and pre-corrected around the identified key time periods. This is achieved by segmenting the temporal relationships between the boundaries of the key time periods, the compensation triggering time, the duration of the compensation effect, and the stage dominated by structural deformation inertia. This ensures that the compensation effect is staggered from the rhythm of external load changes on a unified time axis. The specific implementation steps are as follows: Under the condition that the key time periods are determined and recorded on the time base of the external load change rhythm, the boundary information of the key time periods on a unified time axis is refined and expanded to form a boundary list that can be directly used for time adjustment. The boundary list includes the start time position, end time position, and duration of the key time periods, and further includes the stage classification information of the key time periods in the external load change rhythm. The stage classification information consists of one of four categories: external load amplitude is in the rising stage, external load amplitude is in the high value maintenance stage, external load amplitude is in the falling stage, and external load amplitude is in the low value maintenance stage. After forming the boundary list, the coverage of the key time periods on the time axis is further refined. The temporal response characteristics of structural deformation near critical time periods are compiled based on the actual time during construction. The compilation includes the time interval of the continuous evolution process of structural deformation after the external load change, the time position when the structural deformation evolution process changes from rapid to slow, and the time position when the structural deformation evolution process tends to stabilize from slow. This makes the critical time period not only marked with the risk of overlapping external load rhythms on the time axis, but also expresses the time boundary of the stage where structural deformation inertia dominates. Through this detailed expansion, the advance correction of the subsequent compensation trigger time can be directly based on the boundary of the critical time period and the boundary of the stage where structural deformation inertia dominates, without relying on empirical fuzzy judgments.

[0029] After the boundary list of critical time periods and the boundary of the stage dominated by structural deformation inertia have been clearly defined, the triggering times of dynamic load compensation measures throughout the entire construction process are progressively expanded to form a compensation trigger list. This compensation trigger list uses the same timeline as the external load change rhythm time base. The compensation trigger list includes the start time, end time, and duration of each dynamic load compensation measure, and also records the corresponding construction stage for each compensation trigger, enabling the compensation trigger list to reflect the changes in the compensation trigger rhythm within different construction stages. After the compensation trigger list is formed, each item on the list is compared with the critical time period boundary list to identify trigger start times falling within the coverage area of ​​the critical time periods. Within the compensation trigger items, the system identifies compensation trigger items whose start time is before the start time of the critical time period and whose interval with the start time of the critical time period is shorter than a predetermined safety time interval; compensation trigger items whose end time falls within the coverage area of ​​the critical time period; and compensation trigger items whose end time is after the end time of the critical time period and whose interval with the end time of the critical time period is shorter than a predetermined safety time interval. After completing the above identification, all identified compensation trigger items are determined as compensation trigger items that need to be corrected in advance, and a one-to-one correspondence is established between each compensation trigger item that needs to be corrected in advance and its corresponding start time of the critical time period, so that subsequent advance correction actions have clear reference points and adjustment targets.

[0030] After the compensation trigger items requiring advance correction have been identified and their corresponding relationships established, the trigger time of each compensation trigger item requiring advance correction is adjusted in advance. This shifts the start time position of the compensation trigger from within the coverage area of ​​the critical time period or near the boundary of the critical time period to a safe time interval before the start time position of the critical time period. Specifically, the start time position of the compensation trigger is moved forward along a unified time axis. The moved start time position satisfies the following conditions: the duration of the compensation effect after the move is completely before the start time position of the critical time period; a time interval of not less than a predetermined safe time interval is maintained between the moved duration of the compensation effect and the start time position of the critical time period; and the moved duration of the compensation effect does not enter the time boundary range of the stage where structural deformation inertia dominates. After the advance movement of the trigger start time position is completed, synchronous... The termination time of the compensation action is adjusted to ensure that its duration remains consistent with the original compensation trigger, thus guaranteeing that the intensity of the compensation measures is not weakened by advancing the timing. When multiple compensation triggers occur consecutively within the same construction phase and the time interval between adjacent triggers is short, the compensation triggers within that phase are moved forward sequentially. This ensures that the extended durations of the compensation actions remain separated from each other on the time axis, and that adjacent durations are spaced apart by a time interval no less than a predetermined safety interval. Through these advance corrections, the compensation triggering behavior is shifted forward as a whole on the time axis, separating the duration of the compensation action from the coverage of critical time periods. Furthermore, the duration of the compensation action avoids the phase dominated by structural deformation inertia, thus cutting off the possibility of the compensation action synchronously driving the structural deformation process from a temporal perspective.

[0031] After all compensation triggers requiring advance correction have had their trigger times adjusted in advance, all adjusted compensation duration intervals are summarized on a unified timeline to form a compensation duration interval list. This list is then formalized as a time constraint for subsequent dynamic load compensation measures. Each compensation duration interval in the list includes its start and end times, the corresponding compensation trigger number, and the corresponding construction stage marker. Furthermore, the list synchronously marks the start and end times of adjacent critical time periods, ensuring that the time misalignment between compensation duration intervals and critical time periods is clearly defined on the timeline. The boundary expressions can be directly referenced. During subsequent construction, when the time base for the rhythm of external load changes is updated and the boundary of a critical time period shifts forward or backward, the compensation action intervals adjacent to the critical time period in the compensation action interval list are adjusted synchronously to ensure that the start and end times of the compensation action intervals are always outside the boundary of the critical time period and always outside the boundary of the stage where structural deformation inertia dominates. Through the formation and continuous constraint of the compensation action interval list, the action time of dynamic load compensation measures is continuously staggered with the rhythm of external load changes on a unified time axis, thus providing a stable and clear time basis for the next step of rearranging the order of compensation application around the compensation action intervals.

[0032] Based on the compensation action interval, the order of application of dynamic load compensation measures is rearranged, and the continuous application of dynamic load compensation process is adjusted to a phased and gradual application of compensation method, so that each dynamic load compensation falls within the safe time interval corresponding to the compensation action interval, forming a clear compensation action time arrangement. To ensure that dynamic load compensation measures avoid continuous input in the time dimension and maintain consistency with the safe time interval of the compensation action range, the original continuously applied dynamic load compensation process is broken down into multiple compensation application stages that can be sequentially placed on the time axis, around the established compensation action range. The order, start and end times, duration, and interval constraints of each compensation application stage are then rearranged item by item, ensuring that each dynamic load compensation is confined within the safe time interval corresponding to the compensation action range. This results in a compensation action time arrangement that can be directly executed. The specific implementation steps are as follows: Based on the established list of compensation action intervals expressed along a unified timeline, the original application records of dynamic load compensation measures throughout the entire construction process are sequentially expanded to form an original application list. This list reveals the source of the continuity of the original compensation process along the timeline. Each entry in the original application list includes the start and end times of compensation application, the duration of compensation application, and the construction stage marker at the time of application. The time interval between each subsequent record is added after each entry. After completing the original application list, each entry is mapped to the unified timeline corresponding to the list of compensation action intervals, yielding the positional representation of each compensation application along the timeline. Based on this positional representation... The following three types of time distribution scenarios requiring adjustment are identified sequentially: the first scenario is when the start time of compensation application falls outside the compensation range; the second scenario is when the duration of compensation application crosses the boundary of the compensation range, causing the end time of compensation application to fall outside the compensation range; and the third scenario is when the time interval between two adjacent compensation applications is less than the predetermined safe time interval within the compensation range. The compensation application records corresponding to the above three scenarios are marked as continuous input risk records, and the continuous coverage range of continuous input risk records on the time axis is organized into continuous application coverage segments, thereby clarifying the specific time range and specific record objects that need to be processed for subsequent re-arrangement of the application sequence.

[0033] After the continuous coverage area is clearly defined, the continuously input risk records are split and rearranged around the safety time intervals within the compensation range, transforming the original continuous application process into a phased, step-by-step compensation method. Specifically, each compensation application is defined as a compensation application phase, with each phase retaining a separate application duration and start and end times, giving each phase an independent, placeable time unit on the timeline. Then, using the compensation range list as boundaries, the compensation ranges are read sequentially from front to back along a unified timeline, listing the available safety time intervals within each range to form a safety time interval list. Each safety time interval list includes the start time, end time, and duration, with the next safety time interval appended after each entry. The interval length between safety time intervals; after the safety time interval list is formed, the compensation application stages are sequentially allocated to the safety time interval list according to the time axis, so that each safety time interval can accommodate at most one compensation application stage, thereby structurally cutting off the possibility of multiple compensation application behaviors being tightly stacked on the time axis in a continuous application coverage segment; during the allocation process, when the application duration of a certain compensation application stage is longer than the duration of a certain safety time interval, the compensation application stage is split into two consecutive sub-stages, the sum of the application durations of the two sub-stages remains consistent with the original compensation application stage, and the two sub-stages are respectively allocated to two adjacent safety time intervals, so that each sub-stage is completely closed within its own safety time interval, thereby ensuring that the phased and gradual application of compensation can adapt to safety time intervals of different lengths, without forcing the compensation application to cross the boundary of the compensation action interval.

[0034] After the initial allocation of compensation application phases to safety time intervals is completed, the placement of each compensation application phase within its respective safety time interval is refined to ensure that each dynamic load compensation falls within the corresponding safety time interval and maintains a clear sequence on the time axis. Specifically, for each allocated compensation application phase, the duration of the compensation application phase is compared with the duration of the corresponding safety time interval. When the duration of the compensation application phase is less than the duration of the safety time interval, the start time of the compensation application phase is set after the start time of the safety time interval, within a reserved buffer period. This buffer period is used to prevent time compression near the safety time interval boundary caused by the compensation application phase being too close to it. When the duration of the compensation application phase is close to the duration of the safety time interval, the start time of the compensation application phase is set to the start time of the safety time interval, ensuring that the end time of the compensation application phase does not exceed the end time of the safety time interval. Subsequently, the placement of adjacent compensation phases is further refined. The time relationships between compensation application stages are uniformly organized to ensure that the interval between the end time of the previous compensation application stage and the start time of the next compensation application stage is not less than the minimum interval requirement specified in the safety time interval list. This interval is recorded in the compensation application stage list in a time-axis position manner. When the end time of a certain compensation application stage is close to the start time of the safety time interval of the next compensation application stage, resulting in insufficient interval, the start time of the next compensation application stage is moved to the later part of its safety time interval, while keeping the end time of the next compensation application stage still before the end time of the safety time interval. This makes up for the time interval between adjacent stages without changing the safety time interval to which the compensation application stage belongs. Through the above-mentioned placement refinement, the start time and end time of each dynamic load compensation are completely enveloped within the boundary of the corresponding safety time interval, and the compensation application stages present a stable interval distribution on the time axis.

[0035] After all compensation application stages have been detailed and their locations within the safety time intervals have been determined, the lists of compensation application stages, safety time intervals, and compensation action intervals are merged and summarized to form a compensation action schedule that can be directly used for on-site execution. Each item in the compensation action schedule includes the compensation application stage number, the start and end time of the compensation application stage, the duration of the compensation application stage, the corresponding safety time interval number, the corresponding compensation action interval number, and the corresponding construction stage marker. All compensation application stages are arranged in chronological order within the compensation action schedule, ensuring that the compensation... The order of compensation application is unique and traceable in the time dimension. After the compensation action time arrangement is formed, it is used as the basis for the application order of dynamic load compensation measures. This ensures that each dynamic load compensation during construction is implemented according to the time axis position of the compensation action time arrangement, so that the compensation process unfolds in a phased and gradual manner and always falls within the safe time interval corresponding to the compensation action interval. Through the formation of the compensation action time arrangement, the dynamic load compensation measures have clear phase divisions, stable interval constraints and clear sequence on the time axis, thus providing a continuous and consistent time basis for subsequent active adjustment of the application frequency around the compensation action time arrangement.

[0036] Regarding the timing of compensation, before the rhythm of external load changes and the rhythm of compensation begin to overlap, the frequency of dynamic load compensation should be proactively reduced, and the application of dynamic load compensation should be gradually resumed on the time axis according to the timing of compensation, so that the dynamic load compensation continues to maintain a time misalignment with the changes in external loads, and avoids the pit sidewalls or support components from entering a low-frequency resonance state. To maintain the temporal misalignment between dynamic load compensation and the rhythm of external load changes throughout the construction process, and to prevent the compensation application rhythm from gradually approaching the external load change rhythm and inducing a low-frequency resonance response, the compensation application frequency is proactively reduced based on the established compensation application timeline and the trend of convergence between the external load change rhythm and the compensation application rhythm. Then, compensation application is gradually resumed according to the predetermined time sequence of the compensation application timeline. This ensures that the dynamic load compensation always avoids high-risk time points in the external load change rhythm on a unified time axis. The specific implementation steps are as follows: Based on the established compensation action time schedule, which directly reflects the start and end times and adjacent intervals of each compensation application stage on a unified time axis, the compensation action time schedule and the external load change rhythm time benchmark are laid out side by side on the same time axis to form a time relationship list for identifying overlapping trends. Each item in the time relationship list includes the compensation application stage number, the start time of the compensation application stage, the end time of the compensation application stage, the interval duration between the previous compensation application stage, the compensation action interval number where the compensation application stage is located, and the safety time interval number. Within each item, the stage type of the external load change rhythm at the corresponding time position of the compensation application stage is indicated, with the stage type limited to the external load amplitude. The compensation application phase is classified into four categories: the rising phase, the high-value maintenance phase, the falling phase, and the low-value maintenance phase. After forming a time relationship list, the interval changes between adjacent compensation application phases are continuously organized along the time axis from morning to night. The continuous time range with progressively shortening intervals is extracted as the rhythm approximation range. At the same time, the types of compensation application phases within the rhythm approximation range are summarized. When the compensation application phase gradually concentrates towards the high-value maintenance phase or the later part of the rising phase within the rhythm approximation range, the rhythm approximation range is determined as the warning time range before the overlap trend appears, so that the subsequent reduction in the frequency of compensation application has a clear starting time position and target time range.

[0037] After the warning time range is clearly defined, the frequency of compensation application is proactively reduced around the compensation application phases within the warning time range. This allows the compensation rhythm to retreat from the sensitive phase of external load change rhythm on a unified time axis and regain time spacing. Specifically, the compensation application phases within the warning time range are processed sequentially along the time axis. For each compensation application phase, the start and end times of the safety time interval within which the compensation application phase falls are first determined. Then, without changing the duration of the compensation application phase, the start time of the compensation application phase is moved later within the safety time interval, ensuring that the end time of the compensation application phase does not exceed the end time of the safety time interval. By shifting the time within the safety time interval, the interval between the current compensation application phase and the previous compensation application phase is preferentially increased. If simply shifting the time within the safety time interval is insufficient to eliminate the rhythm... When approaching a trend, two adjacent compensation application stages within the warning time range are subject to intermittent retention processing. This means that the earlier compensation application stage on the time axis is kept in its original position, while the immediately following compensation application stage is moved out of the warning time range and repositioned to the first available safe time interval in the next compensation action interval. This changes the application of adjacent compensation on the time axis from once every safe time interval to once every two safe time intervals. When the warning time range spans multiple compensation action intervals, intermittent retention processing is implemented interval by interval according to the compensation action interval number from smallest to largest, so that the compensation application frequency forms a consistent frequency reduction state within the warning time range. Through the combination of the above-mentioned shifting and intermittent retention, the compensation application frequency is actively reduced within the warning time range, and the compensation action rhythm is moved away from the high value maintenance stage and the later part of the external load amplitude rising stage on the time axis, thereby interrupting the rhythm approach path in advance before the overlapping trend forms.

[0038] After the compensation application frequency is actively reduced, the reduced-frequency compensation application phases are re-incorporated into the compensation action time schedule, forming a frequency reduction time schedule list. This ensures that the frequency reduction state has directly executable sequential constraints on a unified time axis. Each item in the frequency reduction time schedule list includes the compensation application phase number after frequency reduction, the start time and position of the compensation application phase after frequency reduction, the end time and position of the compensation application phase after frequency reduction, the compensation action interval number where the compensation application phase after frequency reduction is located, and the corresponding safety time interval number of the compensation application phase after frequency reduction. Each item also indicates the correspondence between the compensation application phase and the type of external load change rhythm phase, ensuring that the compensation application phases after frequency reduction are concentrated in the external load amplitude decline phase and the external load amplitude... The time position covered by the low-value maintenance phase; after forming the frequency reduction time schedule list, the re-insertion order is set for the compensation application phases that were removed due to the intermittent retention process within the warning time range. The re-insertion order is limited to inserting them in the subsequent compensation action interval in ascending order of the safety time interval number, so that the removed compensation application phases will not form a continuous input on the time axis again; at the same time, the interval duration between adjacent compensation application phases in the frequency reduction time schedule list is recorded one by one to ensure that the interval duration remains stable within the warning time range and no longer shows a segmented shortening pattern, so that the compensation action rhythm forms a sustainable staggered state on the time axis, providing a stable starting point distribution for the subsequent gradual recovery of compensation application.

[0039] After the frequency reduction schedule has been executed and the compensation rhythm has been re-aligned with the external load variation rhythm on the time axis, the dynamic load compensation application is gradually restored according to the predetermined time sequence of the compensation schedule. This allows the compensation application frequency to smoothly transition from the frequency reduction state to the target application frequency, while maintaining the time misalignment between the compensation action and the external load variation rhythm. Specifically, starting from the end time of the last compensation application stage in the frequency reduction schedule, the safe time intervals within subsequent compensation intervals are read backward along the time axis. First, a portion of the compensation application stages that were removed due to the intermittent retention process are restored. The restored compensation application stages are placed within the safe time interval corresponding to the low-value maintenance stage of the external load amplitude, ensuring that the restoration action occurs preferentially at the low-energy time position of the external load variation rhythm. Subsequently, the remaining removed compensation application stages are restored in the next compensation interval, maintaining the time misalignment between the restored compensation application stages and the high-value maintenance stage of the external load amplitude on the time axis. The process involves opening the compensation application stage and maintaining a staggered position from the later stages of the external load amplitude increase. During the recovery process, the interval between adjacent compensation application stages after each recovery insertion is synchronously adjusted. The adjustment method is to place the start time of the next compensation application stage at the middle to later position of its corresponding safety time interval, so that the adjacent intervals are shortened successively during the recovery process but are never less than the safety time interval specified in the compensation action interval. When the recovery insertion causes the safety time interval in a certain compensation action interval to be insufficient to accommodate all the compensation application stages to be recovered, the compensation application stages that cannot be accommodated are postponed to the next compensation action interval and restored in chronological order, so that the recovery process remains continuous but does not result in dense stacking. Through the above-mentioned batch recovery, priority placement of low-value stages, synchronous adjustment of intervals, and interval postponement, the dynamic load compensation application always maintains a time-staggered relationship with the rhythm of external load changes during the recovery process, avoiding the compensation action from synchronously driving the rhythm of external load changes under low-frequency conditions, thereby preventing the pit sidewalls or support components from entering a low-frequency resonance state.

[0040] This invention integrates external load changes and compensation effects into a unified time axis for coordinated control. This allows the compensation behavior to no longer passively follow the deformation results, but instead avoid the time stage dominated by structural deformation inertia in advance. From the time dimension, it weakens the synchronous superposition effect of adverse loads and compensation effects, effectively suppresses the cumulative amplification trend of foundation pit deformation during continuous construction, thereby improving the stability and predictability of foundation pit deformation control.

[0041] This invention constructs a compensation action interval and a compensation action time arrangement to ensure that dynamic load compensation maintains a time misalignment with the rhythm of external load changes throughout the entire process. This avoids the compensation action from transforming into a synchronous drive for structural deformation under low-frequency conditions, significantly reducing the risk of the foundation pit sidewall or support components entering a low-frequency resonance state and improving the overall safety margin of the foundation pit structure under complex construction conditions.

[0042] The foregoing has only described certain exemplary embodiments of the present invention by way of illustration. Undoubtedly, those skilled in the art can modify the described embodiments in various ways without departing from the spirit and scope of the present invention. Therefore, the foregoing drawings and descriptions are illustrative in nature and should not be construed as limiting the scope of protection of the claims of the present invention.

Claims

1. A method for controlling foundation pit deformation based on dynamic load compensation, characterized in that, Includes the following steps: During the construction of the foundation pit, the periodic changes of external load over time are continuously collected. The changes in the amplitude of external load at different times are mapped to a unified time axis, and the rhythmic characteristics of the changes of external load over time are extracted to form a time reference for the rhythm of external load changes. By using the time reference of the external load change rhythm, we can perform time axis alignment analysis on the actual action time of dynamic load compensation measures, establish the correspondence between the compensation action rhythm and the external load change rhythm, identify the segments on the time axis where the compensation action rhythm and the external load change rhythm gradually overlap, and determine the key time period when the risk of deformation amplification is concentrated. The triggering time of dynamic load compensation measures is adjusted around the key time period so that the action time of dynamic load compensation measures avoids the stage when structural deformation inertia is dominant, and forms a compensation action range on the time axis that is staggered from the rhythm of external load changes. Based on the compensation action interval, the application sequence of dynamic load compensation measures is reconstructed, and the continuous application of dynamic load compensation process is adjusted to phased application, so that each dynamic load compensation corresponds to a safe time interval within the compensation action interval, forming a compensation action time arrangement. Regarding the timing of compensation, before the rhythm of external load changes and the rhythm of compensation begin to overlap, the frequency of dynamic load compensation should be proactively reduced, and the application of dynamic load compensation should be gradually resumed according to the timing of compensation, so that the dynamic load compensation and the external load changes are time-staggered.

2. The method for controlling foundation pit deformation based on dynamic load compensation according to claim 1, characterized in that, The steps for establishing a time reference for the rhythm of external load changes are as follows: Throughout the entire construction process of the foundation pit, the external load sources that can act on the foundation pit soil and support components are continuously collected. The change in the intensity of the external load at each collection moment and the current amplitude are recorded and correlated with the actual time. After completing the continuous acquisition of external loads, the changes in the amplitude of external loads at different times are mapped to a unified time axis. A unified time coordinate system is established with the construction start time as the zero point, and multiple external load sources are recorded synchronously at the same time position. On a unified time axis, identify the rising, high-value maintenance, falling, and low-value maintenance processes of external load amplitude, record the start and end times of each process, and form a repeating fluctuation cycle marker. After obtaining the rhythm of external load fluctuations, the unified time axis, records of external load amplitude changes, and information on fluctuation segments are integrated to form a time reference that characterizes the rhythm of external load changes.

3. The method for controlling foundation pit deformation based on dynamic load compensation according to claim 2, characterized in that, The steps for determining the critical time period of concentrated deformation and amplification risk are as follows: After the time base for the rhythm of external load changes is established, the actual action time of dynamic load compensation measures is recorded. The record includes the start time, end time and duration of each dynamic load compensation measure, and forms a continuous action time series. The time series of dynamic load compensation measures are uniformly mapped to a time axis consistent with the time reference of external load change rhythm, so as to obtain the distribution of dynamic load compensation measures on a unified time axis. Based on the time range of the rising phase, high value maintenance phase, falling phase and low value maintenance phase in the time base of the external load change rhythm, the effective range of dynamic load compensation measures is segmented and marked to establish the change relationship between the two. Identify sections where the rhythm of compensation action and the rhythm of external load change gradually overlap along a unified time axis, and determine key time periods based on the duration of overlap, the number of times overlap occurs, and the type of overlap phase.

4. The method for controlling foundation pit deformation based on dynamic load compensation according to claim 3, characterized in that, The determination of the critical time period includes marking the time overlap between the compensation action interval and the high-value maintenance phase and the rising phase of the external load change rhythm on a cycle-by-cycle basis. When the duration of the overlap between the compensation action interval and the same phase of the external load change rhythm in a continuous cycle exceeds the predetermined safety time interval and the number of overlaps reaches the preset threshold, the time range covering the continuous cycle is defined as the critical time period.

5. The method for controlling foundation pit deformation based on dynamic load compensation according to claim 3, characterized in that, The steps for forming the compensation range are as follows: After the critical time period is determined, the start time, end time, duration and stage affiliation information of the critical time period are organized to form a critical time period boundary list, and then expanded in combination with the time boundary of the stage where structural deformation inertia dominates. The start time, end time, and duration of the dynamic load compensation measures throughout the entire construction process are recorded as a compensation trigger list. Each item is then compared with the critical time period boundary list to determine the compensation trigger items that need to be corrected in advance. For compensation trigger items that need to be corrected in advance, the trigger time is moved forward so that the duration of the compensation effect is located before the start time of the critical time period and avoids the stage where structural deformation inertia dominates. The duration intervals of the compensation effect, which were revised in advance, are summarized on a unified time axis to form a list of compensation effect intervals.

6. The method for controlling foundation pit deformation based on dynamic load compensation according to claim 5, characterized in that, When the compensation trigger time is moved forward, the position of the compensation trigger start time is moved forward along the unified time axis to a safe time interval before the start time position of the critical time period. The duration of the compensation effect after the move remains the original duration, and a predetermined safe time interval is maintained between it and the start time position of the critical time period.

7. The method for controlling foundation pit deformation based on dynamic load compensation according to claim 5, characterized in that, The steps for establishing the timing of the compensation effect are as follows: After the list of compensation action zones is formed, the original application records of dynamic load compensation measures are expanded to record the start time and location of compensation application, the end time and location of compensation application, the duration of compensation application and construction stage markers, and mapped to a unified time axis to identify continuously input risk records. Around the safe time interval of the compensation effect range, the continuous input risk record is divided into multiple compensation application stages to form a list of safe time intervals, and the compensation application stages are sequentially assigned to the safe time intervals so that each safe time interval can only accommodate one compensation application stage; The application position of each compensation application stage within the corresponding safety time interval is refined so that the start and end times of compensation application are both within the safety time interval, and the interval between adjacent stages is not less than the predetermined safety time interval. The list of all compensation application phases and the list of safety time intervals will be combined to form a compensation action schedule.

8. The method for controlling foundation pit deformation based on dynamic load compensation according to claim 7, characterized in that, During the process of allocating the compensation application phase to the safety time interval, if the duration of the compensation application phase is longer than the duration of the safety time interval, the compensation application phase is split into two consecutive sub-phases. The two sub-phases are allocated to adjacent safety time intervals and are applied independently within their respective safety time intervals, so that the compensation application process remains completely closed on the time axis and avoids crossing the boundary of the compensation action interval.

9. The method for controlling foundation pit deformation based on dynamic load compensation according to claim 7, characterized in that, Regarding the timing of compensation, before the rhythm of external load changes and the rhythm of compensation begin to overlap, the frequency of dynamic load compensation should be reduced first, and then compensation should be gradually resumed according to the timing of compensation, so that the compensation application process is staggered from the rhythm of external load changes on the time axis. The steps are as follows: After the compensation action time schedule is formed, the compensation action time schedule and the external load change rhythm time benchmark are laid out side by side on a unified time axis to form a time relationship list, and the continuous change range of the compensation application stage interval is identified to determine the warning time range. Within the warning time range, the compensation application phase is actively reduced by shifting the start time of compensation application to a later position within a safe time interval and using an intermittent retention method, so that the frequency of compensation application is reduced and moved away from the high-value maintenance phase and the later part of the rising phase of the external load change rhythm. After the frequency reduction is completed, a frequency reduction time schedule list is generated, the distribution of the compensation application stage on the time axis is recorded, and the re-insertion order is set for the compensation application stages that are removed. After the frequency reduction schedule is implemented, compensation is gradually resumed according to the compensation action schedule, so that the rhythm of compensation application and the rhythm of external load changes are continuously staggered on the time axis.

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